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CAS-01_APPLE TREE ESTATES (KINGELHUTZ PROPERTY)
Non -Scannable Item Item Description Folder Number -_ Apple Tree Estates (Klingelhutr Property) � 8600 Waters Edgge Drive Folder Name Subdivision withVanances 2 Job Number 2 3Z2 q Box Number 0015 r Ll) This map Is neither a legally recorded map nor a survey and Is not Intended to be used as one. This map is a compilation of records, Information and data located In various city, county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does not warrant that the Geographic Information System (GIS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, backing or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors or discrepancies are found please contact 952-227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnify, and hold harmless the City from any and all claims brought by User. Its employees or agents, or third parties which arise out of the user's access or use of data provided. 1'ra "-1 rdi i;�3 049JB2036654 $ 00.420 r�• E 02/19/2009 CITY OF 1 o Mailed From 55317 US POSTAGE 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 www.ci,chanhassen.mn.us i' fir .°, ,n JAMES JONATHON SOMMERS & iia✓en Z). PO -sox -8224- 2�cje ST RAI II BA FN F1OS-0224 �bg3 Chan 41�S l�r►�I Cham 55317 1 d .- SCANNED .NNED Date & Time: Tuesday, March 3, 2009 at 7:00 p.m. This hearing may not start until later in the evening, depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for an eight -lot Subdivision with Variances on property Proposal: zoned RSF, Single -Family Residential, locate at 8600 Waters Ed a Drive — APPLE TREE ESTATES. Applicant: Applicant: Plows Engineering, Inc. Property Location: 8600 Waters t=dge Drive A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the hearing through the following What Happens at the Meeting: public steps: 1. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/sery/plan/09-01.htm]. If you wish to talk to someone about this project, please contact Angie Questions & Auseth by email at bgenerous@ci.chanhassen.mn.us or by Comments: phone at 952-227-1131. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested is invited to the party attend meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or pally the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial4ndustrial_ • Minnesota State Statute 579.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokespersontrepresentative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. If you wish to have something to be included in the report, please contact the Planning Staff person named on the notification. Administration Re: Apple Tree Estates, Planning Case #09-01 Phone: 952.227.1100 Fax:952.227,1110 Dear Mr. Klingelhutz: Building Inspections Phone: 952227.1180 This letter is to confirm that on June 8, 2009, the Chanhassen City Council Fax: 952.227.1190 approved the following: En9r June 24, 2009 If OF � CIIANIIASSEN of -way, plans prepared by Plowe Engineering, Inc., dated 5/4/09, subject to the Mr. Neil Klingelhutz 7700 Market Boulevard 9731 Meadowlark Lane PO e 147 Chanhassen, n, MN 55317 Chanhassen, MN 55317 Administration Re: Apple Tree Estates, Planning Case #09-01 Phone: 952.227.1100 Fax:952.227,1110 Dear Mr. Klingelhutz: Building Inspections Phone: 952227.1180 This letter is to confirm that on June 8, 2009, the Chanhassen City Council Fax: 952.227.1190 approved the following: En9r The final plat for Apple Tree Estates creating seven lots, one outlot and public right - Phone: 952.227.1160 Fax: 952.227.1170 of -way, plans prepared by Plowe Engineering, Inc., dated 5/4/09, subject to the following conditions: Fm ance Phone: 952.227.1140 Fax 952.227.1110 1. Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. Park & Remabon Phone: 952227.1120 2. Additional six-inch address numbers will be required at the driveway where it Fax. 952.227.1110 splits between Lots 1 and 2, Block 1. Recreation Center 2310 Coulter Bou vud 3. Contact Chanhassen Fire Marshal for exact locations and numbering Phone: 952.227.14M requirements. Fax: 952.227.1404 4. No burning permits will be issued for trees to be removed. Trees and scrubs Planning & must be removed from site or chipped. Natural Resources Phone' 952227'1130 Fax:952.227.11t0 5. A three-foot clear space must be maintained around fire hydrants and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Pubic Works Code Sec. 508.5.4. 1591 Park Road Phone: 952.227.1300 6. Fire apparatus access roads and water supply for fire protection is required to Fax:952.227.1310 be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of Sema Center Phone: 952.227.1125 protection are provided. MN Fire Code Sec. 501.4. Fax: 952.227.1110 7. Temporary street signs are required to be installed as soon as construction Web Site begins. Signs shall be of an approved size, weather resistant and be www.ci.chanhassen.mn.us maintained until replaced by permanent signs. MN Fire Code Sec605.2. SCANNED Chanhassen is a Community for Life - Providing forToday and Planning forTwum Mr. Neil Klingelhutz June 25, 2009 Page 2 of 4 8. A 30 -foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Demolition permits must be obtained before demolishing any structures. 12. Existing home(s) affected by the new street/cul-de-sac will require address changes. 13. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 14. Full park fees in the amount of $34,800.00 shall be collected in full prior to the final plat recording. 15. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. 16. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 17. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees and confirm their structural integrity. The survey and plan shall be submitted to the city for approval before a notice to proceed is issued_ 18. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 19. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. 20. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. 1. - Mr. Neil Klingelhutz June 25, 2009 Page 3 of 4 21. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 22. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. 23. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. 24. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 25. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. 26. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. 27. Silt fence must be included down gradient of all exposed soils. 28. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. 29. The developer must ensure that adjacent property owners will have reasonable access to their property while the utility crew connects to the existing sanitary sewer. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 30. An outside drop must be constructed at the proposed sanitary sewer connection. 31. A portion of the City water and sanitary sewer hookup charges must be paid with the final plat and is calculated as follows: a. Water: 6 new units x $1,526/unit = $9,156 b. Sanitary sewer: 6 new units x $568/unit = $3,408 32. Total SWMP fees due at final plat are $24,965.23. Mr. Neil Klingelhutz June 25, 2009 Page 4 of 4 One 1"=200' scale mylar reductions of the final plat and one 1 "=200' scale paper reductions of the final plat with just street names and lot and block numbers shall be submitted. An executed copy of the cross -access easement and maintenance agreement for the private street shall be submitted. In addition, a digital copy in .dxf format and a digital copy in .tif format (pdf compatible) of the final plat shall be submitted. The City will submit all the necessary documents to Carver County for recording. If you have any questions or need additional information, please contact me at (952) 227-1131 or bgenerous@ci.chanhassen.mn.us. Sincerely, Robert Generous, AICP Senior Planner ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator c: Craig Schlichting, Plowe Engineering, Inc. Aloysius Klingelhutz glplan\2009 planning ca \09-01 apple tree estatesV"inal plat decumeats\approval letter final plat.dm Generous, Bob From: Fauske, Alyson Sent: Wednesday, July 01, 2009 8:13 AM To: Oehme, Paul; Generous, Bob Subject: FW: Access to road FYI. I think this is sufficient. From: Adam Ginkel [mailto:adam@plowe.com] Sent: Tuesday, June 30, 2009 12:47 PM To: James Kirchner Cc: Fauske, Alyson Subject: RE: Access to road Jim: Alyson's e-mail is actually: AFauske@ci.chanhassen.mn.us (Sorry about the confusion). I've copied her on this e-mail From: James Kirchner [mailto:Jim.Kirchner@dot.state.mn.us] Sent: Tuesday, June 30, 2009 12:42 PM To: asauske@citi.chanhassen.mn.us Cc: Adam Ginkel; Craig, E. Buck; Dierberger, Jeffrey Subject: Access to road Dear Ms. Sauske, I am writing to indicate Mn/DOTS position concerning the access to and from the Apple Tree Estates development. The access is to Water's Edge Road which was formerly T.T.H. 101. Mn/DOT is in the process of transferring a segment of old T.H.101 to the City of Chanhassen and a segment of new T.H. 101 to Carver County. There is no need to obtain an access permit from Mn/DOT. The City of Chanhassen can make the call because the road will be under the City's jurisdiction. Mn/DOT has no issues or concerns with this access issue. If you have any questions, please call me. Thank you, Jim Kirchner Mn/DOT - Metro District R/W Section 1500 W. Co. Road B2 Roseville, MN. 55113 phone: 651-234-7574 ' •• bit -o► Phone: 952.227.1160 April 14, 2009 CITY OF private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by CIIANIIASSEN E. G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised mance Mr. Neil Klingelhutz 7700 Market Boulevard 9731 Meadowlark Lane PC Box 147 Chanhassen, MN 55317 Chanhassen, MN 55317 Re: Apple Tree Estates, Planning Case #09-01 Administration Phone: 952.227.1100 Fax: 952.227.1110 Dear Mr. Klingelhutz: Building Inspections This letter is to confirm that on April 13, 2009, the Chanhassen City Council Phan: 952.227.1180 Fax: 952.227.1190 approved the following: ung A seven -lot subdivision (preliminary plat) with a Variance for access off a Phone: 952.227.1160 Fax: 9522271170 private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised mance 2/25/09, subject to the following conditions: Phone: 952.227.1140 Fax: 952.227.1110 1. Additional six-inch address numbers will be required at the entrance to the Park & Recreation driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. Phone: 952.227.1120 Fax: 952227.1110 2. Additional six-inch address numbers will be required at the driveway where it Recreation Center splits between Lots 1 and 2, Block 1. 2310 Coulter Boulevard Phare: 952.227.1400 Fax: 952.227.1404 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. Planning & Natural Resources Phone: 952.227.1130 4. No burning permits will be issued for trees to be removed. Trees and scrubs Fax 952.227.1110 must be removed from site or chipped. Pubis Worlm 1591 Park Road 5. A three-foot clear space must be maintained around fire hydrants, and nothing RM: 952.227.1300 be placed in front of the outlets to hinder firefighting operations. MN Fire Fax: 952.227.1310 Code Sec. 508.5.4. Senior Center Phase: 952.227.1125 6. Fire apparatus access roads and water supply for fire protection is required to Far.952.227.1110 be installed. Such protection shall be installed and made serviceable prior to Web Site and during time of construction except when approved alternate methods of nww.b.chanhassen.mn.us protection are provided. MN Fire Code Sec. 501.4. SCAw►Io Chanhassen is a Community for Life- Providing for Today and Planning for Tomorrow Mr. Neil Klingelhutz April 14, 2009 Page 2 of 5 7. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. 8. A 30 -foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Each lot must be provided with a separate sewer and water service. 12. Demolition permits must be obtained before demolishing any structures. 13. Existing home(s) affected by the new street/cul-de-sac will require address changes. 14. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 15. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in full for all new homes at the rate in force upon final plat submission and approval. 16. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. 17. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 18. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees. The survey and plan shall be submitted to the city for approval. o3awA28 Mr. Neil Klingelhutz April 14, 2009 Page 3 of 5 19. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 20. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. 21. The plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. 22. Correct the location and elevation of the wetland emergency overflow. 23. A piped EOF is required for the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the Property owner/agency. 24. The driveway grades for Lot 3, Block 1 must be adjusted so that there is positive drainage along the entire driveway. 25. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. 26. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 27. The top and bottom of wall elevations must be shown on the plans. 28. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. The plans must be revised so that the off-site trees to the east of the development are not impacted with the retaining wall construction. 29. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. 30. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. Mr. Neil Klingelhutz April 14, 2009 Page 4 of 5 31. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 32. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. 33. Any excavation within the wetland cannot result in a maximum inundation greater than six (6) feet in depth. 34. The finished bottom of the wetland shall be undulating providing varying depths. 35. Side slopes shall be no greater than 5:1 on average and no greater that 3.5:1 in any location. 36. Bottom of the wetland shall have a minimum 0.8 feet of organic soil materials or otherwise hydric soils. 37. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. 38. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. 39. Silt fence must be included down gradient of all exposed soils. 40. Inlet protection shall be required within 24 hours of setting the structures on site. 41. Erosion and sedimentation BMPs must be placed to protect the structures in Waters Edge Drive. 42. A concrete washout area needs to be shown on the plan and must comply with the NPDES permit requirements. 43. A rock construction entrance, at least 75 feet in length, must be indicated on the plan. 44. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. Mr. Neil Klingelhutz April 14, 2009 Page 5 of 5 45. The pond and wetland should be put into an Outlot. This will result in a further reduction of SWMP fees. That portion of Lot 1, Block 2 east of the westerly normal water level elevation for the stormwater pond shall be included in a separate Outlot to facility pond maintenance. 46. City staff shall work with the applicant to make sure that the new proposal for drainage meets the City of Chanhassen Engineering Department's requirements including: a. The 100 -year storm event must be stored onsite. This requirement presents a challenge because of the elevation of the culvert under the neighbor's driveway to the wetland. b. The peak elevation noted for the back-to-back 100 -year storms is higher than the driveway to the east. c. The ezfiltration assumption used in the model must be verified. d. The discharge pipe must meet the minimum pipe slope requirement. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please feel free to contact me at (952) 227-1131 or bgenerous @ci.chanhassen.mn.us. S7el+— /J, Robert Generous, AICP Senior Planner ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator c: Craig Schlichting, Plowe Engineering, Inc. Aloysius Klingelhutz Enclosure gAplan\2009 planning cases\09-01 apple tree estates\apprmal letter prelirninary.tim Park &Recreation ITEMS REQUIRED FOR FINAL PLAT CONSIDERATION Phone: 952.227.1120 The following items are required to be submitted a minimum of 30 days prior to Sanitary sewer system. City Council meeting and payment of a $250.00 final plat review fee: CITYOF Water system. CI�ANIIASSEN 1. Submit three (3) sets of full size, 50 scale construction plans and Storm sewer drainage system including cleaning and specifications for staff review and redline. 7700 Market Boulevard • Utility plans shall show both plan view and profiles of all utilities PO Box 147 (sanitary sewer, water and storm sewer lines). The plan view must Chanhassen, MN 55317 show all drainage and utility easements. e. • Grading and drainage plans shall show dwelling type and elevations, Fax: 952.227.1404 wetlands and wetland buffer areas, stormwater pond NWL and HWL, Administration EOF and catch basin and storm manhole numbers. Phone: 952.227.1100 • The construction plans and specifications shall be in accordance to the Fax: 952.227.1110 City's latest edition of Standard Specifications & Detail Plates. Site grading • The plans shall include traffic signage and street light placement. Building Inspections Street lights & signs Phone: 952.227.1180 2. Drainage calculations for water quantity and quality ponding with maps Fax: 952.227.1190 showing drainage areas for pre -and post -development conditions and j. contributing areas to catch basins. Engineering PFax:952.227.1170 Fax: 952.227.1170 3. Hydraulic calculations and drainage map for the storm sewer design. Finance 4. Tree Preservation Easements (if applicable). Phone: 952.227.1140 Fax:952.227.1110 5. Trail Easements (if applicable). Park &Recreation 6. Engineer's Cost Estimate of Improvements: Phone: 952.227.1120 a. Sanitary sewer system. Fax:952.227.1110 b. Water system. c. Storm sewer drainage system including cleaning and Recreation Center maintenance. 2310 Coulter Boulevard d. Streets, sidewalk and trails. Phone: 952.227.1400 e. Erosion control. Fax: 952.227.1404 f. Site restoration (seeding, sodding, etc.). Planning& g. Site grading Natural Resources h. Street lights & signs Phone: 952.227.1130 i. Engineering, surveying & inspection Fax:952.227.1110 j. Landscaping PuMic Works 7. Five (5) sets (folded) of final plat, one (1) set of reductions (81/2" x 11"), and 1591 Park Road a digital copy in .tit format. Phone: 952.227.1300 Fax: 952.227.1310 g. Digital copy of the legal description of the property in a .doc format. Senior Center 9. Lot tabulations Phone: 952.227.1125 Fax: 952.227.1110 Web Site- Failure to provide any of the above items by the required deadline will wwwAchanhassen.mn.us result in delaying consideration of final plat before the City Council. Updated 11-29-06a� g:xeng\rormsVinnllaSSBnis a soununily far Life - Providing forToday and Planning for Tomorrow CITY OF CHANHASSEN 7700 Market Boulevard PO Boz 147 Chanhassen, MN 55317 Admiodietion Phone: 952.227.1100 Fax: 952.227.1110 Builifing Inspections Phone: 952.227.1180 Fax: 952.227.1190 Engineel Phone: 952.227.1160 Fax: 952.227.1170 Finance Phone: 952.227.1140 Fax: 952.227.1110 Park & Recreation Phone: 952.227 1120 Fax: 952.227.1110 Renato Center 2310 Coulter Boulevard Phone: 952 227,1400 Fax: 952.227 1404 Planning & Natural Resources Phone: 952.227.1130 Fax: 952227.1110 Public Woft 1591 Park Road Phone: 952.227.1300 Fax: 952 227.1310 Senior center Phone: 952.227.1125 Fax: 952.227.1110 Web SiOe www.d.chanhassen.mn.us MEMORANDUM TO: Todd Gerhardt, City Manager FROM: Bob Generous, Senior Planner � DATE: June 8, 2009 ��—� J SUBJ: Final Plat Approval for Apple Tree Estates Planning Case No. 09-01 PROPOSAL SUMMARY The applicant is requesting final plat approval for seven lots, one outlot and public right -of way on 7.43 acres of land located at 8600 Waters Edge Drive. The proposed subdivision complies with all the requirements of the RSF district regulations. Staff is recommending approval of the final plat for Apple Tree Estates subject to the conditions of the staff report. The site contains an existing single-family home site on Lake Susan. A large shed is located on the south side of the property, which shall be removed as part of the subdivision. The site slopes from a high point along the east central property line with an elevation of 930 and a high point in the southwest comer of the property with an elevation of 922, to a low point on the lake at elevation 882. There is an area of bluff between the new house location on Lot 2, Block 1, and the lakeshore. The top of the bluff follows approximately the 908 contour. There are scattered trees throughout the property. A double row of apple trees is located down the middle of the site. There is a wetland located in the southeast corner of the property, adjacent to Waters Edge Drive. BACK On April 13, 2009, the Chanhassen City Council approved'a seven -lot subdivision (preliminary plat) with a variance for access off a private street for the two lakeshore lots. Charlossen is a Conenunity for Life - Providing for Today and Planning for Tomorrow U3NNtl38 le Todd Gerhardt Apple Tree Estates June 8, 2009 Page 2 of 14 SUBDIVISION REVIEW Apple Tree Estates consists of seven lots, one outlot and right-of-way for Apple Tree Lane and Waters Edge Drive. GRADING AND DRAINAGE The majority of the site currently drains overland to Lake Susan. The remainder of the site drains to the wetland located on the southeast corner of the site. The developer proposes to mass grade the site, with the exception of Lots I through 3, Block 1. The home on Lot 1, Block 1 will remain on the site and Lots 2 and 3, Block 1 will be custom graded when a home is built on the respective parcel. The site presents a challenge with respect to stormwater management. A stormwater pond cannot be located near Lake Susan since the bluff area along the shoreline cannot be disturbed. A previous plan submitted by the developer included a filtration basin on Lots 2 and 3, Block 1 and connection to the existing storm sewer west of the site. Staff did not support this proposal since the filtration basin would have been perched above the existing home west of the development. Staff was also concerned that discharge from the filtration basin could have entered into the tuckunder garage on the property to the west of the development. All of Lots 1 through 3, Block 1 and the majority of Lots 4 through 6, Block 1 will drain overland to Lake Susan. The public street and Lot 1, Block 2 will drain to the proposed pond adjacent to the wetland. The developer has submitted hydrology calculations which models back-to-back 100 -year events as required by the Chanhassen City Code. According to the grading plan, the emergency overflow (EOF) for the wetland is 904.45 feet which is located on the gravel driveway to the east of wetland. Ideally, an EOF discharges to an area that is within a drainage and utility easement; however, this proposal is unique in that the area surrounding the development is already developed and the flow pattern from the overland EOF is fixed. Based on the hydrology calculations, the wetland elevation should not exceed the EOF elevation for any of the events modeled. SURFACE WATER MANAGEMENT PLAN (SWMP) CONNECTION CHARGES Water Quality Fees The water quality fees for this proposed development are based on single-family residential rates of $2,360 per acre. Total area less that portion which is within stormwater pond, wetland and public right-of-way equals 5.744 acres. Therefore, the water quality fees associated with this project are $19,587.04. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 3 of 14 Water Quantity Fees The SWMP has established a connection charge for the different land uses based on an average city-wide rate for the installation of water quantity systems. This cost includes land acquisition, proposed SWMP culverts, open channels, and stormwater ponding areas for runoff storage. Single-family residential developments have a connection charge of $2,360 per developable acre. This results in a water quantity fee of approximately $13,555.84 for the proposed development. SWMP Credits This project proposes the construction of one NURP pond. The applicant will be credited for 50% of the water quality charge for each acre draining to the NURP pond on site. Subcatchment 1 drains to the NURP pond and has a watershed area of 2.85 acres. This is equivalent to a water quality credit of $5,677.65. The developer proposes one outlet structure with energy dissipation BMPs. This structure results in a $2,500 credit. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $24,965.23 STREETS AND ACCESS The property is adjacent to Waters Edge Drive which was reconstructed by the Minnesota Department of Transportation (MnDOT) in conjunction with the Highway 101 realignment in 2006. Waters Edge Drive is still under MnDOT jurisdiction and will be turned back to the City of Chanhassen later this year. As such, the developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. The developer proposes to construct a public cul-de-sac with the development. The proposed street will connect to Waters Edge Drive at the approximate location of the existing driveway. A portion of the existing driveway alignment to Lot 1, Block 1 will remain and will be surfaced with bituminous. This driveway will also provide access to Lot 2, Block 1; therefore, it must meet a seven -ton design. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1 will be maintained throughout construction. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 4 of 14 RETAINING WALLS The developer proposes to construct a retaining wall on the east side of the cul-de-sac within the right-of-way. The maximum height of this retaining wall is 3.5 feet. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. UTILITIES The developer proposes to extend eight -inch diameter public watermain from the existing watermain within Waters Edge Drive. Based on the location and alignment of the existing watermain, it does not appear that the watermain connection will require cutting into Waters Edge Drive. Eight -inch diameter public sanitary sewer is to extend from the existing sanitary sewer to the west of the property and within the proposed public cul-de-sac. The sanitary sewer will extend between Lots 3 and 4, Block 1, then south within the proposed public street. The existing sanitary sewer lies within a drainage and utility easement over a private driveway. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. The developer must ensure that the property owners will have access while the utility crew is working in the area. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. An outside drop must be constructed at the proposed sanitary sewer connection. The sanitary sewer service for Lot 2, Block 1 is proposed to extend from the existing sanitary sewer along the west property line. Lot 1, Block 1 is currently serviced by the lateral that extends along the shore of Lake Susan. The service for Lot 3, Block 1 will extend from the proposed lateral along the common lot line with Lot 4. The remaining lots will be serviced from the proposed lateral within the public street. A portion of the City water and sanitary sewer hook-up fee must be paid with the final plat and is calculated as follows: Water: 6 new units x $1,526/unit = $9,156 Sanitary sewer: 6 new units x $568/unit = $3,408 The developer proposes to install storm sewer and catch basins at the low point of the public street. The storm sewer will extend to the proposed pond. Storm sewer will extend to the southeast comer of Lot 6, Block 1 to capture off-site drainage. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 5 of 14 PARKS AND RECREATION This property is located within the neighborhood park service area for Chanhassen Hills Park. Future residents of Apple Tree Estates are afforded access to the park via the Waters Edge Drive pedestrian trail that connects to neighborhood streets in the Chanhassen Hills subdivision. Chanhassen Hills Park is 7.7 acres in size and features a playground, picnic area, sand volleyball, trails, skating rink, basketball court, and a ballfield. Off-street parking is available at the park. The playground was updated and expanded within the past few years. No additional parkland acquisition is being recommended as a condition of this subdivision. TRAILS The subject site has direct access to the Waters Edge Drive pedestrian trail. No additional trail construction is being recommended as a condition of this subdivision. Full park and recreation fees shall be collected for each new lot at the time of final plan recording. The fees shall be $34,800.00 (6 x $5,800). MISCELLANEOUS Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. Engineered design and building permits are required for retaining walls exceeding four feet in height. Demolition permits must be obtained before demolishing any structures. Existing home(s) affected by new street/cul-de-sac will require address changes. COMPLIANCE TABLE Lanae/°O° Frontage Lake 1 Depth DQet) Frontage Notes riparian(square feet)street (feet) (feet) Code 15,000/20,000 90/100 125 The subject site has direct access to the Waters Edge Drive pedestrian trail. No additional trail construction is being recommended as a condition of this subdivision. Full park and recreation fees shall be collected for each new lot at the time of final plan recording. The fees shall be $34,800.00 (6 x $5,800). MISCELLANEOUS Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. Engineered design and building permits are required for retaining walls exceeding four feet in height. Demolition permits must be obtained before demolishing any structures. Existing home(s) affected by new street/cul-de-sac will require address changes. COMPLIANCE TABLE Lanae/°O° Frontage Lake regular/private Depth DQet) Frontage Notes riparian(square feet)street (feet) (feet) Code 15,000/20,000 90/100 125 90 0.344/0.459 ac. respectively Ll Bl 76,393 120 at bldg 530 179 at 1.754 ac., Riparian lot, setback survey line existing house; access via private street L2 Bl 77,206 100 at bldg 475 206 at 1.772 ac. Riparian lot, setback survey line bluff (30 -foot setback); access via private street L3 BI 19,035 140 169 NA 0.437 ac. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 6 of 14 REVIEW CONDITIONS OF APPROVAL 1. Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. * This condition still applies. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots 1 and 2, Block 1. *This condition still applies. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. *This condition still applies. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. *This condition still applies. 5. A three-foot clear space must be maintained around fire hydrants and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. *This condition still applies. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4. *This condition still applies. Lot Area non- riparian/ Frontage Depth Lake regular/private Frontage Notes riparian(square street (feet) (feet) (feet) feet) L4 B1 18,618 100 188 NA 0.427 ac. L5 B1 18,673 100 186 NA 0.429 ac. L6 B1 18,884 107 202 NA 0.434 ac. Ll B2 20,790 133 173 NA 0.477 ac. Corner lot Outlot A 28,302 0.65 ac., Storm water pond and wetland ROW 145,500 1.04 acres TOTAL 323,856 7.434 acres REVIEW CONDITIONS OF APPROVAL 1. Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. * This condition still applies. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots 1 and 2, Block 1. *This condition still applies. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. *This condition still applies. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. *This condition still applies. 5. A three-foot clear space must be maintained around fire hydrants and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. *This condition still applies. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4. *This condition still applies. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 7 of 14 Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code SecS05.2. *This condition still applies. 8. A 30 -foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. *This condition still applies. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. *This condition still applies. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. *This condition still applies. 11. Each lot must be provided with a separate sewer and water service. * This condition has been met 12. Demolition permits must be obtained before demolishing any structures. *This condition still applies. 13. Existing home(s) affected by the new street/cul-de-sac will require address changes. *This condition still applies. 14. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. *This condition still applies. 15. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in full for all new homes at the rate in force upon final plat submission and approval. *This condition shall be modified as follows: Full park fees in the amount of $34,800.00 shall be collected in full prior to the final plat recording. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 8 of 14 16. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. *This condition still applies. 17. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. *This condition still applies. 18. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees. The survey and plan shall be submitted to the city for approval. *This condition shall be modified as follows: The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees and confirm their structural integrity. The survey and plan shall be submitted to the city for approval before a notice to proceed is issued. 19. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. *This condition still applies. 20. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. *This condition still applies. 21. The plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. *This condition has been met. 22. Correct the location and elevation of the wetland emergency overflow. *This condition has been met. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 9 of 14 23. A piped EOF is required for the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. *This condition has been met. 24. The driveway grades for Lot 3, Block 1 must be adjusted so that there is positive drainage along the entire driveway. *This condition no longer applies. 25. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. *This condition still applies. 26. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. *This condition still applies. 27. The top and bottom of wall elevations must be shown on the plans. *This condition has been met. 28. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. The plans must be revised so that the off-site trees to the east of the development are not impacted with the retaining wall construction. *This condition has been met. 29. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. *This condition still applies. 30. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. *This condition still applies. 31. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. *This condition still applies. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 10 of 14 32. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. *This condition has been met. 33. Any excavation within the wetland cannot result in a maximum inundation greater than six (6)feet in depth. *This condition has been met. 34. The finished bottom of the wetland shall be undulating providing varying depths. *This condition has been met. 35. Side slopes shall be no greater than 5:1 on average and no greater that 3.5:1 in any location. *This condition has been met. 36. Bottom of the wetland shall have a minimum 0.8 feet of organic soil materials or otherwise hydric soils. *This condition has been met. 37. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. *This condition still applies. 38. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. *This condition still applies. 39. Silt fence must be included down gradient of all exposed soils. *This condition still applies. 40. Inlet protection shall be required within 24 hours of setting the structures on site. *This condition has been met. Todd Gerhardt Apple Tree Estates June 8, 2009 Page I 1 of 14 41. Erosion and sedimentation BMPs must be placed to protect the structures in Waters Edge Drive. *This condition has been met. 42. A concrete washout area needs to be shown on the plan and must comply with the NPDES permit requirements. *This condition has been met. 43. A rock construction entrance, at least 75 feet in length, must be indicated on the plan. *This condition has been met. 44. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. *This condition still applies. 45. The pond and wetland should be put into an Outlot. This will result in a further reduction of SWMP fees. That portion of Lot 1, Block 2 east of the westerly normal water level elevation for the stormwater pond shall be included in a separate Outlot to facility pond maintenance. *This condition has been met. 46. City staff shall work with the applicant to make sure that the new proposal for drainage meets the City of Chanhassen Engineering Department's requirements including: a. The 100 -year storm event must be stored on site. This requirement presents a challenge because of the elevation of the culvert under the neighbor's driveway to the wetland. b. The peak elevation noted for the back-to-back 100 -year storms is higher than the driveway to the east. c. The exfiltration assumption used in the model must be verified. d. The discharge pipe must meet the minimum pipe slope requirement. *This condition has been met. Based on review of the final plans, staff is recommending the following conditions be added: 1. The developer must ensure that adjacent property owners will have reasonable access to their property while the utility crew connects to the existing sanitary sewer. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 12 of 14 2. An outside drop must be constructed at the proposed sanitary sewer connection. 3. A portion of the City water and sanitary sewer hookup charges must be paid with the final plat and is calculated as follows: Water: 6 new units x $1,526/unit = $9,156 Sanitary sewer: 6 new units x $568/unit = $3,408 RECOMMENDATION Staff recommends that the City Council adopt the following motion: "The Chanhassen City Council approves the final plat for Apple Tree Estates creating seven lots, one outlot and public right-of-way, plans prepared by Plowe Engineering, Inc., dated 5/4/09, subject to the following conditions: 1. Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots 1 and 2, Block 1. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. 5. A three-foot clear space must be maintained around fire hydrants and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4. 7. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. 8. A 30 -foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 13 of 14 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Demolition permits must be obtained before demolishing any structures. 12. Existing home(s) affected by the new street/cul-de-sac will require address changes. 13. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 14. Full park fees in the amount of $34,800.00 shall be collected in full prior to the final plat recording. 15. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. 16. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 17. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees and confirm their structural integrity. The survey and plan shall be submitted to the city for approval before a notice to proceed is issued. 18. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 19. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. 20. A building permit for Lot 2, Block I may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. 21. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 22. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. Todd Gerhardt Apple Tree Estates June 8, 2009 Page 14 of 14 23. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. 24. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 25. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. 26. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. 27. Silt fence must be included down gradient of all exposed soils. 28. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. 29. The developer must ensure that adjacent property owners will have reasonable access to their property while the utility crew connects to the existing sanitary sewer. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 30. An outside drop must be constructed at the proposed sanitary sewer connection. 31. A portion of the City water and sanitary sewer hookup charges must be paid with the final plat and is calculated as follows: a. Water: 6 new units x $1,526/unit = $9,156 b. Sanitary sewer: 6 new units x $568/unit = $3,408 32. Total SWMP fees due at final plat are $24,965.23." ATTACHMENTS 1. Location Map. 2. Reduced Copy Final Plat. gAplan\2009 planning cases\09-01 apple tree estatesTinal plat dccuments\staff report.doc Location Map (Subject Property Highlighted in Yellow) Apple Tree Estates 8600 Waters Edge Drive Planning Case 2009-01 F ; s.i Cc �a A4 B y 4 + i . % Y - d e . , g --'C`------------a � fd - GOD ------------------------ GO W W -- NMI if §•ESS 4 i6s.'.sizi iEye E_ • ndR9" $s �_ 6� � �4FH. 8 _ � 6 jI PPis° y jIIi S i t i- Fit[ gg {{ if if €:" •a.� F nig cEE-:s` € c sj *fw c Yi -S-HOr 9 C i3 s• 5 @ Y s S g t F s ;€ P�4St.t � P vf ••P.YE[ € i[g#€#E_y- = • 8�6 � Yp2i�^ _ Pt - i?-i:gf c 6 ys��kgs i� d��;��ai� F � b H ■ i[6 + P <�c`s° F Sd ®` !t51,21g-Y j' �'gX¢^ '�:aH i `• t! :6g 33, i cel%4 E f pg•"s=• bs.§ 5 8 •!!lf N; E"c -i.l.s _P• : 8-•€. 5 3 i ga. [d-P:FP: EE^_ E.EAI_.[[§6a 1 G Ei d Administration Phone: 952.227.1100 Fax: 952.227.1110 Building Inspections Phone: 952.227.1180 Fax: 952.227.1190 Engineering Phone: 952.227.1160 Fax: 952.227.1170 Finance Phone: 952.227.1140 Fax: 952.227.1110 Park & Recreation Phone: 952.227.1120 Fax: 952.227.1110 Recreation Center 2310 Coulter Boulevard Phone: 952.227.1400 Fax: 952.227.1404 Plarnorg & Naheal Resources Phone: 952.227.1130 Fax: 952.227.1110 Public Works 1591 Park Road Phone: 952.227.1300 Fax: 952227.1310 SeniorCerier Phone: 952.227.1125 Fax: 952.227.1110 Web Site www.b.chanhassen.mn.us PROPOSED MOTION ""The Chanhassen City Council approves a seven -lot Subdivision (preliminary plat) with a Variance for access off a private street for Lots I and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, Inc. ana'Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09, subject to conditions 1-46 of the staff report." City Council approval requires a majority vote of City Council present. EXECUTIVE SUMMARY 4 The applicant is proposing a seven -lot subdivision with a variance to use a private street to access the two lakeshore lots. Staff continues to work with the developer's engineer to ensure that the proposal meets City Code. The major issues to be resolved are as follows: 1. The 100 -year storm event must be stored onsite. This requirement presents a challenge because of the elevation of the culvert under the neighbor's driveway to the wetland. 2. The peak elevation noted for the back-to-back 100 -year storms is higher than the driveway to the east. 3. The exfiltration assumption used in the model must be verified. 4. The discharge pipe must meet the minimum pipe slope requirement. With the current design, storm water from a City -owned and maintained system would discharge onto private property where there is no drainage and utility easement; this relates to Issues 1-3 outlined above. Regarding Issue 4 outlined above, the current design includes a discharge pipe from the storm pond at 0% grade. This design would effectively decrease the pipe capacity since particulate matter would accumulate in the pipe, and the pipe would be damaged when water freezes within the pipe. Chanhassen is a Community for Lite - Providing for Today and Planning for Tomorrow SCANNED MEMORANDUM TO: Todd Gerhardt, City Manager CITY OF CgANgASSEN FROM: Bob Generous, Senior Planner D DATE: April 13, 2009 7700 Market Boulevard PBox 147 Chanhassen, MN 55317 SUBJ: Apple Tree Estates, Planning Case #09-01 PP g Administration Phone: 952.227.1100 Fax: 952.227.1110 Building Inspections Phone: 952.227.1180 Fax: 952.227.1190 Engineering Phone: 952.227.1160 Fax: 952.227.1170 Finance Phone: 952.227.1140 Fax: 952.227.1110 Park & Recreation Phone: 952.227.1120 Fax: 952.227.1110 Recreation Center 2310 Coulter Boulevard Phone: 952.227.1400 Fax: 952.227.1404 Plarnorg & Naheal Resources Phone: 952.227.1130 Fax: 952.227.1110 Public Works 1591 Park Road Phone: 952.227.1300 Fax: 952227.1310 SeniorCerier Phone: 952.227.1125 Fax: 952.227.1110 Web Site www.b.chanhassen.mn.us PROPOSED MOTION ""The Chanhassen City Council approves a seven -lot Subdivision (preliminary plat) with a Variance for access off a private street for Lots I and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, Inc. ana'Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09, subject to conditions 1-46 of the staff report." City Council approval requires a majority vote of City Council present. EXECUTIVE SUMMARY 4 The applicant is proposing a seven -lot subdivision with a variance to use a private street to access the two lakeshore lots. Staff continues to work with the developer's engineer to ensure that the proposal meets City Code. The major issues to be resolved are as follows: 1. The 100 -year storm event must be stored onsite. This requirement presents a challenge because of the elevation of the culvert under the neighbor's driveway to the wetland. 2. The peak elevation noted for the back-to-back 100 -year storms is higher than the driveway to the east. 3. The exfiltration assumption used in the model must be verified. 4. The discharge pipe must meet the minimum pipe slope requirement. With the current design, storm water from a City -owned and maintained system would discharge onto private property where there is no drainage and utility easement; this relates to Issues 1-3 outlined above. Regarding Issue 4 outlined above, the current design includes a discharge pipe from the storm pond at 0% grade. This design would effectively decrease the pipe capacity since particulate matter would accumulate in the pipe, and the pipe would be damaged when water freezes within the pipe. Chanhassen is a Community for Lite - Providing for Today and Planning for Tomorrow SCANNED Todd Gerhardt Apple Tree Estates April 13, 2009 Page 2 If the current configuration of the pond/wetland system cannot meet the minimum requirements of the City Code, the developer may have to increase the size of the pond, thus eliminating Lot 1, Block 2. Another option may be to install a piped outlet through the property to the south, ultimately discharging to the MnDOT storm sewer and the pond in the southeast corner of Highways 101 and 212; this would require a drainage permit from MnDOT. It is the developer's responsibility to pursue alternative designs in order to meet the minimum requirements of the City Code. It should be noted that this approval is only for the preliminary plat. Final Plat approval will require the resolution of the drainage issues to the City's satisfaction. PLANNING COMMISSION SUMMARY The Planning Commission held a public hearing on March 17, 2009. The Planning Commission voted six for and none against a motion recommending approval of the subdivision with the variance for the private street. The Planning Commission's only concern was that the drainage issue be resolved to the satisfaction of the City and added a condition 46: City staff shall work with the applicant to make sure that the new proposal for drainage meets everyone's requirements. This condition reiterates the intent of conditions 21 - 23. The Planning Commission minutes of March 17, 2009 are item la of the April 13, 2009, City Council agenda packet. RECOMMENDATION Staff and the Planning Commission recommend adoption of the motion as specified on pages 13 - 16 in the staff report dated March 17, 2009, approving the Apple Tree Estate development. ATTACHMENTS 1. Planning Commission Staff Report Dated March 17, 2009. 2. Letter from Jon P. Solberg, MnDOT, to Sharmeen Al-Jaff Dated March 17, 2009 gAplan\2009 planning cases\09-01 apple tree estates\executive su=ary.dm CITY OF CHANHASSEN PROPOSED MOTION: PC DATE: 03/17/09 ❑ CC DATE: 04/13/09 REVIEW DEADLINE: April 30, 2009 (per applicant's extension letter) CASE #:09-01 BY: AF, RG, TJ, ML, JM, JS "The Chanhassen City Council approves a seven -lot subdivision (preliminary plat) with a Variance for access off a private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09, subject to conditions 1-46 of the staff report." SUMMARY OF REQUEST: The developer is requesting approval for a seven -lot Subdivision with a Variance for the use of a private street, APPLE TREE ESTATES. LOCATION: APPLICANT: 8600 Waters Edge Drive (PID 25-0231610) Plowe Engineering, Inc. 6776 Lake Drive, Suite 110 Lino Lakes, MN 55014 (651)361-8231 craigo,plowe.com PRESENT ZONING: RSF, Single -Family Residential Aloysius Klingelhutz 8600 Waters Edge Drive Chanhassen, MN 55317 klingelhutz3namsn.com 2020 LAND USE PLAN: Residential - Low Density (net density range 1.2 — 4.0 units per acre) ACREAGE: 10.2 acres DENSITY: gross: 0.78 units/acre; net: 1.22 units/acre LEVEL OF CITY DISCRETION IN DECISION-MAKING: The City's discretion in approving or denying a preliminary plat is limited to whether or not the proposed plat meets the standards outlined in the Subdivision Regulations and Zoning Ordinance. If it meets these standards, the City must approve the preliminary plat. This is a quasi-judicial decision. The City's discretion in approving or denying a variance is limited to whether or not the proposed project meets the standards in the Subdivision Ordinance for a variance. The City has a relatively high level of discretion with a variance because the applicant is seeking a deviation from established standards. This is a quasi-judicial decision. Notice of this public hearing has been mailed to all property owners within 500 feet. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 2 of 16 PROPOSAUSUMMARY The applicant is proposing a seven -lot subdivision with a variance to use a private street to access the two lakeshore lots. To the north of the site is Lake Susan, a recreational development lake. To the east are single- family homes on lots zoned Single -Family Residential District, RSF. To the south is Waters Edge Drive, formerly Great Plains Boulevard/Highway 101, across which is the Klingelhutz farmstead. To the southwest is the Chanhassen Hills development consisting of single-family homes in a Planned Unit Development — Residential district. To the west are single-family homes on lots zoned Single -Family Residential District, RSF. Water service is available to the property in Waters Edge Drive. Sewer service is available to the west of the site as well as along the shore of Lake Susan. The development will be required to provide stonnwater ponding on site. Access to the property is via Waters Edge Drive. The site contains an existing large, single-family home site on Lake Susan located toward the lake. A large shed is located on the south side of the property, which shall be removed as part of the subdivision. The site slopes from a high point along the east central property line with an elevation of 930 and a high point in the southwest comer of the property with an elevation of 922, to a low point on the lake at elevation 882. There is an area of bluff between the new house location and the Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 3 of 16 lakeshore. The top of the bluff follows approximately the 908 contour. There are scattered trees throughout the property with a concentration in the south central portion of the site and around the existing house. A double row of apple trees is located down the middle of the site. There is a wetland located in the southeast corner of the property, adjacent to Waters Edge Drive. Staff is recommending approval of the proposed subdivision including approval of the private street for Lots 1 and 2, Block 1, subject to the conditions of the staff report. APPLICABLE REGUATIONS Chapter 18, Subdivisions Chapter 20, Article VI, Wetland Protection Chapter 20, Article VII, Shoreland Management District Chapter 20, Article XII, "RSF" Single -Family Residential District In July 2005, the most southeasterly portion of the site, Tract 3, was added to the parcel as part of an administrative subdivision, combining the parcels under one PID number. The westerly portion of the property was platted as Outlot A, Chanhassen Hills 1'` Addition on October 10, 1986. SUBDIVISION REVIEW The applicant is requesting preliminary plat approval to create a seven -lot subdivision with a variance to permit a private street to be used to access the two lakeshore lots. While both lakeshore lots have frontage on the public street, the use of the private street will permit the preservation of the majority of the apple orchard on the site. However, because the lots will be accessed via a private street, City ordinance requires a minimum 100 feet of frontage. The lots all exceed the minimum lot area requirements. The easterly 220 feet of Lot 1, Block 2 is encompassed by a drainage and utility easement. Of this area, 0.661 acres are wetland and approximately 0.66 acres are for ponding. Staff recommends that that portion of Lot 1, Block 2, east of the westerly normal water level elevation for the stormwater pond be included in a separate Outlot to facility pond maintenance. Only 0.46 acres are building area on Lot 1, Block 2, which is further encumbered by a stormwater pipe and easement which Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 4 of 16 staff is recommending be relocated toward the end of the lot. COMPLIANCE TABLE Setbacks: Front: 30 feet; Side: 10 feet; Rear: 30 feet; Other: 75 feet from the OHW of Lake Susan, 50 -foot wetland setback. Hardcover: 25%. The applicant has provided a table on sheet Cl which assumes 3,600 square feet of hard surface for the house and patio with a driveway to the street showing that the hard cover limitation can be met for each lot. GRADING, DRAINAGE AND EROSION CONTROL The majority of the site currently drains overland to Lake Susan. The remainder of the site drains to the wetland located on the southeast corner of the site. The developer proposes to mass grade the site, with the exception of Lots 1 and 2, Block 1. The home on Lot 1, Block 1, will remain on the site and Lot 2, Block 1, will be custom graded. Lot Arrear n- Frontage Lake riparian/regular/private De p Frontage Notes riparian(square street (feet) (feet) (feet) feet Code 15,000/20,000 90/100 125 90 Ll Bl 76,401 120 530 179 Riparian lot, existing house L2 Bl 77,206 100 475 206 Riparian lot, bluff (30 - foot setback L3 Bl 19,035 140 169 NA 14 B1 18,618 100 188 NA L5 BI 18,673 100 186 NA L6 BI 19,022 95 202 NA LI B2 49,092 202 362 NA Comer lot, storm water pond and wetland on east end (50 -foot wetland setback) Wetland 28,793 0.661 ac., part of Lot 1, Block 2, but not shown is the Lot Area ROW 137,171 3.15 Acres TOTAL 444,011 10.2 acres Setbacks: Front: 30 feet; Side: 10 feet; Rear: 30 feet; Other: 75 feet from the OHW of Lake Susan, 50 -foot wetland setback. Hardcover: 25%. The applicant has provided a table on sheet Cl which assumes 3,600 square feet of hard surface for the house and patio with a driveway to the street showing that the hard cover limitation can be met for each lot. GRADING, DRAINAGE AND EROSION CONTROL The majority of the site currently drains overland to Lake Susan. The remainder of the site drains to the wetland located on the southeast corner of the site. The developer proposes to mass grade the site, with the exception of Lots 1 and 2, Block 1. The home on Lot 1, Block 1, will remain on the site and Lot 2, Block 1, will be custom graded. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 5 of 16 The site presents a challenge with respect to stormwater management. A stormwater pond cannot be located near Lake Susan since the bluff area along the shoreline cannot be disturbed. A previous plan submitted by the developer included a filtration basin on Lots 2 and 3, Block 1, and connection to the existing storm sewer west of the site. Staff did not support this proposal since the filtration basin would have been perched above the existing home west of the development. Staff was also concerned that discharge from the filtration basin could have entered into the tuck -under garage on the property to the west of the development. All of Lots 1 through 3, Block 1, and the majority of Lots 4 through 6, Block 1, will drain overland to Lake Susan. The public street and Lot 1, Block 2, will drain to the proposed pond adjacent to the wetland. The developer has submitted hydrology calculations which models back-to-back 100 -year events as required by the Chanhassen City Code. The pond design must be revised so that the pond will hold this event. The layout of the plat may need to be changed as a result of this model. Under Minnesota Rules 8420.0105, excavation may occur within a Type 1 or Type 2 wetland so long as the maximum depth of inundation does not exceed six (6) feet in depth or would otherwise convert the wetland to non -wetland; this should also be incorporated into the hydrology calculations. The emergency overflow (EOF) for the wetland is shown incorrectly. According to the grading plan, the EOF is 904.45 feet which is located on the gravel driveway to the east of wetland. Ideally an EOF discharges to an area that is within a drainage and utility easement; however, this proposal is unique in that the area surrounding the development is already developed and the flow pattern from the overland EOF is fixed. Given the site constraints, a piped EOF is required from the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. The driveway grades for Lot 3, Block 1, must be adjusted so that there is positive drainage along the entire driveway. The developer proposes to mass grade the site. The property is tributary to Lake Susan, a Water of the State. A note should be added to the plans to this effect noting that special rules may apply under the National Pollution Discharge Elimination System (NPDES) program. As part of the erosion control plan, the following items need to be incorporated: i The developer has submitted hydrology calculations which models back-to-back 100 -year events as required by the Chanhassen City Code. The pond design must be revised so that the pond will hold this event. The layout of the plat may need to be changed as a result of this model. Under Minnesota Rules 8420.0105, excavation may occur within a Type 1 or Type 2 wetland so long as the maximum depth of inundation does not exceed six (6) feet in depth or would otherwise convert the wetland to non -wetland; this should also be incorporated into the hydrology calculations. The emergency overflow (EOF) for the wetland is shown incorrectly. According to the grading plan, the EOF is 904.45 feet which is located on the gravel driveway to the east of wetland. Ideally an EOF discharges to an area that is within a drainage and utility easement; however, this proposal is unique in that the area surrounding the development is already developed and the flow pattern from the overland EOF is fixed. Given the site constraints, a piped EOF is required from the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. The driveway grades for Lot 3, Block 1, must be adjusted so that there is positive drainage along the entire driveway. The developer proposes to mass grade the site. The property is tributary to Lake Susan, a Water of the State. A note should be added to the plans to this effect noting that special rules may apply under the National Pollution Discharge Elimination System (NPDES) program. As part of the erosion control plan, the following items need to be incorporated: Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 6 of 16 The total area disturbed exceeds one (1) acre in area and will require a National Pollution Discharge Elimination System (NPDES) permit. This permit should indicate the General Contractor who has overall charge of day -today operations as the contractor on the permit. It will also necessitate that an individual qualified to complete stormwater inspections must complete reports per NPDES requirements. The SWPPP and all pertinent documents must be kept on-site at all times. 2. The plan shows that a cul-de-sac will be constructed. Until such time as this is completed, a rock construction entrance with a minimum length of 75 feet must be maintained on the site. 3. The plan shows perimeter controls in several areas. Currently, no perimeter controls are indicated south of Lot 6, Block 1, nor south of Lot 1, Block 2. Perimeter controls should be shown in these areas. 4. Silt fence must be J -hooked every 50 feet if not placed on the contours. In particular, the terminus of the silt fence along the western boundary of Lot 2, Block 1, should be turned back to protect Lake Susan. It may be prudent to install silt fence north of Lot 3, Block 1, and will be necessary if the silt fence indicated on the plan is inadequate. 5. The grading plan indicates positive drainage towards three catch basins on Waters Edge Drive. Best Management Practices must be incorporated to assure that sediment does not reach these structures from the proposed grading. 6. Under NPDES rules, sequencing needs to be included in the plan. At a minimum, the proposed pond should be excavated in the initial grading phase to be used as a temporary sediment basin. The plan should also indicate that all perimeter controls are to be installed prior to any earth disturbing activities. 7. Inlet protection must be installed on all stormwater conveyance systems prior to casting. These protection measures need to be installed within 24 hour, of placement. The plans indicate inlet protection but should also include a description of when and what should be placed. 8. A concrete washout area needs to be shown on the plan set. This area must be established and maintained on the site. The area must be self-contained and water tight. 9. Temporary and permanent erosion and sediment control BMPs need to be indicated for the drainage swale located west of Lots 3 — 6, Block 1. WETLANDS There is one wetland located on the property. This wetland is located within Block 2 and is a Type 1, PEMA wetland. The area was delineated January 7, 2009. The boundary was reviewed on February 26, 2009, and found to accurately reflect the extent of the jurisdictional wetland. The Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 7 of 16 current plan does not propose any fill to be placed within the delineated boundary and will maintain adequate hydrology to the area to prevent secondary impacts to the basin. The plan is proposing to treat and store back-to-back 100 -year storm events in a wet detention pond prior to discharge into the wetland. Under current conditions, the emergency overflow for the wetland is north by northeast through the adjoining property. The developer is to maximize the storage within the wetland to minimize the risk to the adjoining properties. Minnesota rules 8420 allows for excavation within a Type 1 or Type 2 wetland as long as the wetland is not converted to non -wetland or deep water habitat. The developer may excavate within the wetland area for additional storage so long as the following conditions are met: 1. Maximum inundation must be less than six (6) feet in depth. 2. Side slopes should be no steeper than 5:1. Slopes 10:1 to 15:1 are preferred but it is clear that site constraints would prevent this being achieved. The developer will be allowed to average the slope provided no slope is steeper than 3.5:1. 3. The bottom shall be undulating to provide varying depths and habitat. 4. If soil materials encountered at the finished elevation are mineral and organic materials were removed to obtain this depth, the wetland shall be over excavated and organics placed to finished grade. The organic soil materials shall be at least 0.8 feet in depth 5. A detailed vegetation plan shall be developed for the wetland and the buffer areas. LAKES AND BLUFFS The entire property lies within the Shoreland Management District for Lake Susan. Lot sizes and configurations are compliant with the Shoreland Ordinance. A bluff area appears to exist north of Lots 1 and 2, Block 1. The current plan shows adequate setbacks from the bluff area SURFACE WATER MANAGEMENT PLAN (SWMP) CONNECTION CHARGES Water Quality Fees The water quality fees for this proposed development are based on single-family residential rates of $2,360 per acre. Total area less that portion which is within stormwater pond, wetland and public right-of-way equals 6.39 acres. Therefore, the water quality fees associated with this project are $21,789.90. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 8 of 16 Water Quantity Fees The SWMP has established a connection charge for the different land uses based on an average city- wide rate for the installation of water quantity systems. This cost includes land acquisition, proposed SWMP culverts, open channels, and stormwater ponding areas for runoff storage. Single- family residential developments have a connection charge of $2,360 per developable acre. This results in a water quantity fee of approximately $15,080.40 for the proposed development. SWW Credits This project proposes the construction of one NURP pond. The applicant will be credited for 50% of the water quality charge for each acre draining to the NURP pond on-site. Subcatchment 1 drains to the NURP pond and has a watershed area of 2.85 acres. This is equivalent to a water quality credit of $4,859.25. The developer proposes one outlet structure with energy dissipation BMPs. This structure results in a $2,500 credit. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $29,511.05. RETAINING WALLS The developer proposes to construct a retaining wall on the east side of the cul-de-sac within the right-of-way. The top and bottom of wall elevations must be shown on the plans. Based on the grading plan, the maximum elevation of this retaining wall will be approximately five feet. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. Based on field observations, staff believes that these trees will be impacted by the construction of the proposed retaining wall. The plans must be revised so that the trees are not impacted from the retaining wall construction. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. STREETS/ACCESS The property is adjacent to Waters Edge Drive which was reconstructed by the Minnesota Department of Transportation (MnDOT) in conjunction with the Highway 101 realignment in 2006. Waters Edge Drive is still under MnDOT jurisdiction and will be turned back to the City of Chanhassen later this year. As such, the developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. The developer proposes to construct a public cul-de-sac with the development. The proposed street will connect to Waters Edge Drive at the approximate location of the existing driveway. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 9 of 16 A portion of the existing driveway alignment to Lot 1, Block 1 will remain and will be surfaced with bituminous. This driveway will also provide access to Lot 2, Block 1; therefore, it must meet a seven -ton design. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1 will be maintained throughout construction. The site is proposed to be accessed via a new public street off Waters Edge Drive, except for the last two lots which shall use a private street, even though both properties have adequate frontage on the new street. This private street will be privately owned and maintained. The use of the private street will permit the preservation of a majority of the existing apple trees located on proposed Lot 2, Block 1. Private Street Criteria In order to permit private streets, the city must consider the following: 1. The prevailing development pattern makes it unfeasible or inappropriate to construct a public street. In making this determination, the city may consider the location of existing property lines and homes, local or geographic conditions and the existence of wetlands. 2. After reviewing the surrounding area, it is concluded that an extension of the public street system is not required to serve other parcels in the area, improve access, or to provide a street system consistent with the comprehensive plan. 3. The use of the private street will permit enhanced protection of the city's natural resources including wetlands and forested areas. The use of the private street in this instance is to allow the two lakeshore properties to use a common driveway. A private street is defined as a "street serving as vehicular access to two or more parcels of land which is not dedicated to the public but is owned by one or more private parties". Extension of a public street would be inappropriate in this location, is not necessary to access additional properties, and the use of the private street does enhance protection of natural resources including trees and Lake Susan by reducing the impervious surface contributing to runoff into the lake. A 30 -foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 10 of 16 In order to locate homes quickly in the event of an emergency, additional six-inch address numbers will be required at the first 3 requirements: 1. At the entrance to the driveway of Block 1, Lots 1 and 2 where it comes off the cul -du -sac. 2. At the driveway where it splits between Lots 1 and 2 on Block 1. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. 5. A three-foot clear space must be maintained around fire hydrants, and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction, except when approved alternate methods of protection are provided. MN Fire Code Sec. 501A 7. Fire hydrant locations are acceptable. 8. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. UTILITIES The developer proposes to extend eight -inch diameter public watermain from the existing watermain within Waters Edge Drive. Based on the location and alignment of the existing watermain, it does not appear that the watermain connection will require cutting into Waters Edge Drive. Eight -inch diameter public sanitary sewer is to extend from the existing sanitary sewer to the west of the property and within the proposed public cul-de-sac. The sanitary sewer will extend between Lots 3 and 4, Block 1, then south within the proposed public street. The existing sanitary sewer lies within a drainage and utility easement over a private driveway. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. The Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 11 of 16 developer must ensure that the property owners will have access while the utility crew is working in the area. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. The sanitary sewer service for Lot 2, Block I is proposed to extend from the existing sanitary sewer along the west property line. Lot 1, Block 1 is currently serviced by the lateral that extends along the shore of Lake Susan. The service for Lot 3, Block 1 will extend from the proposed lateral along the common lot line with Lot 4. The remaining lots will be serviced from the proposed lateral within the public street. The developer proposes to install storm sewer and catch basins at the low point of the public street. The storm sewer will extend to the proposed pond. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. Storm sewer will extend to the southeast corner of Lot 6, Block 1 to capture off-site drainage. LANDSCAPING AND TREE PRESERVATION Tree canopy coverage and preservation calculations for the Apple Tree Estates development are as follows: Total upland area (exciudingwedanddp■rldana) 6.89 ac or 300,128 SF Total canopy area (exctudingwettanddparidana) 3.06 ac or 133,293 SF Baseline canopy coverage 44% Minimum canopy coverage allowed 35% or 105,044 SF/2A ac. Proposed tree preservation 25% or 74,923SF/1.72 ac. Developer does not meet minimum canopy coverage allowed; therefore, the difference is multiplied by 1.2 to calculate the required replacement plantings. Difference in canopy coverage 30,121 SF Multiplier 1.2 Total replacement 36,145 SF Total number of trees to be planted 33 trees A landscape plan was submitted and shows 35 trees to be planted on the lots with the species and sizes in accordance with city ordinances, with the exception of the Colorado spruce. Staff recommends that the quantity be split between the Black Hills and white spruce and the Colorado be eliminated from the plant list. Additionally, the applicant did not provide a tree survey list and the condition of any existing trees is not known. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 12 of 16 There is an existing row of trees located along the east side of Apple Tree Lane north of Lot 1, Block 2. These trees were not surveyed but appear to be on or very near the property line. The applicant has proposed a retaining wall to be installed at the property in this area. Depending on the proximity of these trees to the proposed wall, it may be necessary to relocate the wall in order to alleviate the construction impact on the trees' roots. The applicant has not specified any tree protection fencing in this area and proposes to grade to the property line. Staff recommends that the trees be located relative to the retaining wall and a plan to protect the trees and their health be developed by the applicant and submitted to the city. PARKS AND RECREATION This property is located within the neighborhood park service area for Chanhassen Hills Park. Future residents of Apple Tree Estates are afforded access to the park via the Waters Edge Drive pedestrian trail that connects to neighborhood streets in the Chanhassen Hills subdivision. Chanhassen Hills Park is 7.7 acres in size and features a playground, picnic area, sand volleyball, trails, skating rink, basketball court, and a ballfield. Off-street parking is available at the park. The playground was updated and expanded within the past few years. No additional parkland acquisition is being recommended as a condition of this subdivision. TRAILS The subject site has direct access to the Waters Edge Drive pedestrian trail. No additional trail construction is being recommended as a condition of this subdivision. Full park and recreation fees shall be collected for each new lot at the time of final plan recording. MISCELLANEOUS Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. Engineered design and building permits are required for retaining walls exceeding four feet in height. Each lot must be provided with a separate sewer and water service. Demolition permits must be obtained before demolishing any structures. Existing home(s) affected by new street/cul-de-sac will require address changes. RECOMMENDATION Staff recommends that the Planning Commission adopt the following motion and adoption of the attached findings of fact and recommendation: ._ 1 j J The subject site has direct access to the Waters Edge Drive pedestrian trail. No additional trail construction is being recommended as a condition of this subdivision. Full park and recreation fees shall be collected for each new lot at the time of final plan recording. MISCELLANEOUS Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. Engineered design and building permits are required for retaining walls exceeding four feet in height. Each lot must be provided with a separate sewer and water service. Demolition permits must be obtained before demolishing any structures. Existing home(s) affected by new street/cul-de-sac will require address changes. RECOMMENDATION Staff recommends that the Planning Commission adopt the following motion and adoption of the attached findings of fact and recommendation: Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 13 of 16 "The Chanhassen City Council approves a seven -lot subdivision (preliminary plat) with a Variance for access off a private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09, subject to the following conditions: 1. Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots I and 2, Block 1. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. 5. A three-foot clear space must be maintained around fire hydrants, and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4 Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. 8. A 30- foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Each lot must be provided with a separate sewer and water service. 12. Demolition permits must be obtained before demolishing any structures. 13. Existing home(s) affected by the new street/cul-de-sac will require address changes. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 14 of 16 14. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 15. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in full for all new homes at the rate in force upon final plat submission and approval. 16. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. 17. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 18. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees. The survey and plan shall be submitted to the city for approval. 19. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 20. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. 21. The plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. 22. Correct the location and elevation of the wetland emergency overflow. 23. A piped EOF is required for the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. 24. The driveway grades for Lot 3, Block 1 must be adjusted so that there is positive drainage along the entire driveway. 25. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 15 of 16 26. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 27. The top and bottom of wall elevations must be shown on the plans. 28. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. The plans must be revised so that the off-site trees to the east of the development are not impacted with the retaining wall construction. 29. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. 30. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. 31. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 32. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. 33. Any excavation within the wetland cannot result in a maximum inundation greater than six (6) feet in depth. 34. The finished bottom of the wetland shall be undulating providing varying depths. 35. Side slopes shall be no greater than 5:1 on average and no greater that 3.5:1 in any location. 36. Bottom of the wetland shall have a minimum 0.8 feet of organic soil materials or otherwise hydric soils. 37. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. 38. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. 39. Silt fence must be included down gradient of all exposed soils. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 16 of 16 40. Inlet protection shall be required within 24 hours of setting the structures on site. 41. Erosion and sedimentation BMPs must be placed to protect the structures in Waters Edge Drive. 42. A concrete washout area needs to be shown on the plan and must comply with the NPDES permit requirements. 43. A rock construction entrance, at least 75 feet in length, must be indicated on the plan. 44. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. 45. The pond and wetland should be put into an Outlot. This will result in a further reduction of SWMP fees. That portion of Lot 1, Block 2 east of the westerly normal water level elevation for the stormwater pond shall be included in a separate Outlot to facility pond maintenance. 46. City staff shall work with the applicant to make sure that the new proposal for drainage meets everyone's requirements." ATTACHMENTS 1. Findings of Fact and Recommendation. 2. Development Review Application. 3. Reduced Copy Preliminary Plat. 4. Reduced Copy Boundary & Topographic Survey. 5. Reduced Copy Preliminary Grading, Drainage & Erosion Control Plan. 6. Reduced Copy Preliminary Utility Plan. 7. Reduced Copy Landscape Plan. 8. Public Hearing Notice and Mailing List. gAplan\2009 planning cases\09-01 apple tree estates\staff report apple tree estates.doc CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION I"'TS Application of Plowe Engineering, Inc. and Aloysius Klingelhutz for Subdivision approval with a variance for the use of a private street — APPLE TREE ESTATES. On March 17, 2009, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Plowe Engineering, Inc. and Aloysius Klingelhutz for preliminary plat approval of property creating seven lots with a variance for the use of a private street to access the two lakeshore lots. The Planning Commission conducted a public hearing on the proposed subdivision preceded by published and mailed notice. The Planning Commission heard testimony from all interested persons wishing to speak and now makes the following: FINDINGS OF FACT 1. The property is currently zoned Single- Family Residential, RSF. 2. The property is guided in the Land Use Plan for Residential — Low Density. 3. The legal description of the property is shown in the attached Exhibit A. 4. The Subdivision Ordinance directs the Planning Commission to consider seven possible adverse affects of the proposed subdivision. The seven (7) affects and our findings regarding them are: a. The proposed subdivision is consistent with the zoning ordinance; b. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; c. The physical characteristics of the site, including but not limited to topography, soils, vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and storm water drainage are suitable for the proposed development; d. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter; e. The proposed subdivision will not cause environmental damage; f. The proposed subdivision will not conflict with easements of record; and g. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: 1. Lack of adequate storm water drainage. 2. Lack of adequate roads. 3. Lack of adequate sanitary sewer systems. 4. Lack of adequate off-site public improvements or support systems. 5. Private Street variance findings: a. The hardship is not a mere inconvenience, but provides enhanced environmental protection. b. The hardship is caused by the particular physical surroundings, shape or typographical conditions of the land. The proposed private street will reduce the amount of impervious surface directing water to the lake. It will also preserve addition trees. c. The conditions upon which the request is based are unique and not generally applicable to other property. The site is sloped down to the lake. Any reduction in hard surface will reduce the runoff directed to the lake. d. The granting of the variance will not be substantially detrimental to the public welfare and is in accord with the purpose and intent of this chapter, the zoning ordinance and comprehensive plan. The use of the private street has the potential for reducing environmental impacts. 6. The planning report #09-01 dated March 17, 2009, prepared by Robert Generous, et al, is incorporated herein. The Planning Commission recommends that the City Council approve the Preliminary Plat for Apple Tree Estates creating seven lots with a variance for the use of a private street. ADOPTED by the Chanhassen Planning Commission this 17'h day of March, 2009. CHANHASSEN PLANNING COMMISSION W Its Chairman 2 TRACT 1 DESCRIPTION Outlet A, Chanhassen Hills 1st Addition as recorded in the Registrar of Titles office, Carver County, Minnesota, also including, that Part of Government Lot 3 in Section 14, Township 116, Range 23, lying westerly of the easterly 245.00 feet of said Government Lot 3 and easterly of the following described line. Commencing at the Northeast corner of the Northeast 1/4 of Section 23, Township 116, Range 23; thence on on assumed bearing of S 88' 11' 38' W. along the north line of the Northeast 1/4 of said Section 23, o distance of 245.01 feet to the west line of the east 245.00 feet of said Government Lot 3; thence N 2' 57' 46' W. along said west line, o distance of 487.30 feet to the point of beginning of the line to be described; thence N 25' 46' 46' W. a distance of 116.3 feet to the share line of Lake Susan; thence easterly along said share line. to the Intersection point with the west line of the east 245.00 feet of said Government Lot 3 and there terminating. All in Carver County, Minnesota. Subject to roads and easements of record; AND the easterly 245.00 feet of Government Lot 3 in Section 14, Township 116, range 23. TRACT 2 DESCRIPTION The easterly 244.99 feel of the northerly 261.81 feet of the Northeast Quarter of the Northeast Quarter of Section 23, Township 116, Range 23, subject to the State Highway No. 101, all in Carver County, Minnesota. TRACT 3 DESCRIPTION Part of the Northwest Quarter of the Northwest Quarter of Section 24, Township 116, Range 23, Carver County, Minnesota, described as follows: Beginning at the northwest corner of the Northwest Quarter of said Section 24; thence on on assumed bearing of South 89 degrees 19 minutes 43 seconds East along the North line of said Northwest Quarter 338.00 feet; thence South 25 degrees 26 minutes 43 seconds East 128.38 feet to the centerline of State Highway Number 101; thence westerly along said centerline along a non longential curve that is concave to the north, said curve having a central angle of 09 degrees 11 minutes 57 seconds, a radius length of 621.15 feet, an arc length of 99.73 feet, a chard bearing of South 74 degrees 12 minutes 13 seconds West and a chord length of 99.62 feet; thence South 79 degrees 38 minutes 53 seconds West along said centerline and tangent to last described curve 153.44 feel; thence southwesterly along said centerline along a tangential curve that is concave to the southeast, saitl curve having a central angle of 19 degrees 36 minutes 53 seconds, a radius length of 231.87 feet, an arc length of 79.38 feet; thence continuing southwesterly along said centerline olong a compound curve, that is concave to the southeast, said curve having a central angle of 52 degrees 18 minutes 23 seconds, a radius length of 127.60 feet, an are length of 116.49 feet, a chord bearing of South 33 degrees 34 minutes 37 seconds West, a chord length of 112.49 feet to the West line of said Northwest Quarter; thence North 00 degrees 01 minutes 33 seconds West along said West line 297.33 feet to the point of beginning. This tract is subject to any and all easements of record. PLEASE PRINT CITY OF CHANHASSEN 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 227-1100 DEVELOPMENT REVIEW APPLICATION Applicant Name and Address: Plowe Engineering Inc. 6776 Lake Drive Ste 110 Lino Lakes, MN 55014 Contact: Craig Schlichting Phone: (651) 361-8231 Fax: (651) 361-8701 Email: craig@plowe.com Planning Case No. (D9_0 'CITY OF CHANHASSEN RECEIVED JAN 1 6 2009 Owner Name and Address: Aloysius Klingelhutz 8600 Edgewater Drive Chanhassen, MN 55317 Contact: Neil Klingelhutz Phone: (612) 685-5580 Fax: (952) 445-0132 Email: klingelhutz3(a)msn.com NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development* Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)* X Subdivision* "!� '+ 120 Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) X Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment X Notification Sign — $200 (City to install and remove) X Escrow for Filing Fees/Attorney Cost** 4."- - .-- $50 CUP/SPR/VAC/VAR/WAP/Metes & Bounds - $450 Minor SUB TOTAL FEE $—Me- 1 5-�7 0 • � An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. *Sixteen (16) full-size folded copies of the plans must be submitted, including an 81/:" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*.tif) format. **Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. SCANNED PROJECT NAME: Apple Tree Estates LOCATION: 8600 Waters Edge Drive LEGAL DESCRIPTION AND PID: (see survey for full description) PID = 250231610 TOTAL ACREAGE: 7.4 acres WETLANDS PRESENT: X YES NO PRESENT ZONING: RSF (Single Family Residential) REQUESTED ZONING: RSF (Single Family Residential) PRESENT LAND USE DESIGNATION: Residential REQUESTED LAND USE DESIGNATION: Residential REASON FOR REQUEST: To subdivide property into 7 single-family lots FOR SITE PLAN REVIEW: Include number of existing employees: and new employees: This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should confer with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. Signatur!,o14pplicant Date �! Signature of Fee Owner Date S:\p1owe\cad\08proj\081227 KLINGELHUTZ CHANHASSEN\081227 Project0evelopment Review Application.DOC Rev. 1/08 SCANNED '9 4 i3IE 3: o �Z 13 F3 W lig 4 a N _ \ BE_nn£ Cm t _ 4 aE°5 1 g Q ------------------ at p � .......:.....:. i ::: s ::.: •.: �: is 3 `� F �wroum+ ❑�+ A S v I ave� � a �.. ^; � ,���I�,; `*'«, i : i �� •� :.a :its ���• i '" is.osa_ i °' i�li a � i�<aa � �3S" II j �O�^ I� I --`a ; i. g_ - - ��' -' =; ^I i. s d �! 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H Zx U = U s a r �E3 Fjj•daa 5(i�!at [ S �aaialiE�! s �� i t i a r �E3 Fjj•daa 5(i�!at [ S �aaialiE�! s �� z W LL: Ol O N O 0 ON 2LLJ Z] 2 cc =w a UU z OM m > uj Lt_ x ~ z U S� � U 4 g i g J !NSINNIW A!SSNMNWa '- t �+Oca g i !N /�_ F 4 �� _ • CID saims33341 aiaav ae! y �m 57 7 �'LYY \ g — f; i i �ff niit I a 1 �4; F t7 e if + epe gig s PI zE E ij+S i 73 �gg d A 77 47 IC ! S 0 333ti 7 : 7 3 i�� i f d a § F 5Yg ie Y Oaij S� _cm al3Yt Y!79df f tatt+ Y �7 iHIM � I' 7€i — ®@ is o e® e® a n 8 NB I7 YF � \ p C) 0 / >T CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on February 26, 2009, the duly qualified and acting Deputy Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be mailed a copy of the attached notice of Rescheduled Public Hearing for Apple Tree Estates — Planning Case 2009-01 to the persons named on attached Exhibit "A", by enclosing a copy of said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses of such owners were those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and by other appropriate records. Subscribed and sworn to before me thisL'%ay oflqb ruci r c 2009. Notary Pu is KaWn J. En lh dt, De ty Clerk KIM T. MEUWISSEN 'g IVotary Public -Minnesota My commission Expires Jan 31. 2010 SCANNED CITY OF CHANHASSEN PLANNING COMMISSION NOTICE OF RESCHEDULED PUBLIC HEARING Dear Property Owner: On February 19, 2009, the City of Chanhassen mailed a public hearing notice to you regarding the following proposal: Request for an eight -lot Subdivision with Variances on property zoned RSF, Single -Family Residential, located at 8600 Waters Edge Drive — APPLE TREE ESTATES. Applicant: Plowe Engineering, Inc. The public hearing has been RESCHEDULED for March 17, 2009 in the City Hall Council Chambers. The meeting will begin at 7:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda. If you have questions regarding this proposal, contact Robert Generous at 952-227-1131 or by email: bgenrous@ci.chanhassen.mn.us, or visit the project web page at www.ci.chanhassen.mn.us/serv/plan/09-Ol.html CITY OF CHANHASSEN PLANNING COMMISSION NOTICE OF RESCHEDULED PUBLIC HEARING Dear Property Owner: On February 19, 2009, the City of Chanhassen mailed a public hearing notice to you regarding the following proposal: • Request for an eight -lot Subdivision with Variances on property zoned RSF, Single -Family Residential, located at 8600 Waters Edge Drive — APPLE TREE ESTATES. Applicant: Plowe Engineering, Inc. The public hearing has been RESCHEDULED for March 17, 2009 in the City Hall Council Chambers. The meeting will begin at 7:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda. If you have questions regarding this proposal, contact Robert Generous at 952-227-1131 or by email: bgenrous@ci.chanhassen.mn.us, or visit the project web page at www.ci.chanhassen.mn.us/serv/plan/09-01.html CHRISTOPHER T & AIMEE J ADAMS CHADD A & ROBIN A ARMSTRONG ROBERT W ARMSTRONG JR 8690 CHANHASSEN HILLS DR N 8402 WATERS EDGE DR 8400 WATERS EDGE DR CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-8698 GREGG R & GERALDINE BARETTE 8695 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 MILTON R A BATHKE 8404 WATERS EDGE DR CHANHASSEN, MN 55317-8698 NORMAN & JACQUELINE ENGEL 8699 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 GEORGE W & LESLIE GILMAN 8506 WATERS EDGE DR CHANHASSEN, MN 55317 GREGORY J & SUSAN L HENKEL 8699 MARY JANE CIR CHANHASSEN, MN 55317-9646 JOHN S & BARBARA A JACOBY 8516 WATERS EDGE DR CHANHASSEN, MN 55317-9749 AL & MARY JANE KLINGELHUTZ 8600 WATERS EDGE DR CHANHASSEN, MN 55317 DENNIS H & RUTH L LAUFENBURGER 8673 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 CAROL J BARNETT 8665 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 TIMOTHY M DAVIS 8705 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-8333 JAMES C & CHRISTINE ERICKSON 8691 MARY JANE CIR CHANHASSEN, MN 55317-9646 NORMAN C JR & KIMBERLY GRANT 9021 LAKE RILEY BLVD CHANHASSEN, MN 55317-8650 CHRISTOPHER & DEBORA K HOL 8687 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 FREDERICK Q KAMPS & 8410 WATERS EDGE DR CHANHASSEN, MN 55317-8698 BRIAN & LOUANN KLINGELHUTZ & 9731 MEADOWLARK LN CHANHASSEN, MN 55317-8626 DAVID S & JANICE A LUNDQUIST 8705 MARY JANE CIR CHANHASSEN, MN 55317-9646 R STEVEN & MAURA BARNETT 8709 CHANHASSEN HILLS DR N CHANHASSEN. MN 55317-8333 WANDA FAYE DENT 8678 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9650 GATEWAY DEVELOPMENT LLC 6385 OLD SHADY OAK RD 4230 EDEN PRAIRIE, MN 55344-7705 BRIAN D & SUSAN L HART 8670 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9650 THOMAS H & LINDA M HOUSTON 8520 WATERS EDGE DR CHANHASSEN, MN 55317 GREG P & VIRGINIA E KLIMMEK 8661 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 LAKE SUSAN APARTMENT HOMES LLC 33 SOUTH 6TH ST #4010 MINNEAPOLIS, MN 55402-3717 MICHAEL G MCNEIL & 8695 MARY JANE CIR CHANHASSEN, MN 55317-9646 LISA K MOORE GREGORY A & DANA J OHNSORG WALTER & MARIAN T PAULSON 8682 CHANHASSEN HILLS DR N 8500 WATERS EDGE DR 8528 WATERS EDGE DR CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-9749 CHANHASSEN, MN 55317 MARK E & JOANN M REICHOW JOHN F & SHIRLEY M ROBINSON MICHAEL & MELISSA ROHRMOSER 8653 CHANHASSEN HILLS DR N 8502 WATERS EDGE DR 8698 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-9650 MICHAEL K ROSS DANIEL J & CYNTHIA M RYAN STEVEN A & COLLEEN M SAPP 8522 WATERS EDGE DR 8666 CHANHASSEN HILLS DR N 8669 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-9651 GARY R & KAREN M SCHULTZ SCOTT E & JANICE A SCHUTTER JEFFREY R SICHENDER & 8507 WATERS EDGE DR 8691 CHANHASSEN HILLS DR N 8508 WATERS EDGE DR CHANHASSEN, MN 55317-9749 CHANHASSEN, MN 55317-9651 CHANHASSEN, MN 55317 JUDITH A & STEPHEN C SLACK ROBERT W SMITHBURG & JUDSON E & JILL C SNELL 8675 CHANHASSEN HILLS DR N 8657 CHANHASSEN HILLS DR N 8694 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 CHANHASSEN, MN 55317-9651 CHANHASSEN, MN 55317-9650 JAMES JONATHON SOMMERS & STATE OF MINNESOTA - DOT STEVEN J & KIRSTEN STROMSNESS KAREN D ROGGE 395 JOHN IRELAND BLVD 631 8683 CHANHASSEN HILLS DR N TRANSPORTATION 8526 WATERS EDGE DR CHANHASSEN, MN 55317 ST PAUL, MN 55155-1801 CHANHASSEN, MN 55317-9749 PHILLIP G SURA & LESLIE E TIDSTROM US WEST NEW VECTOR GROUP INC 8524 WATERS EDGE DR 8679 CHANHASSEN HILLS DR N PO BOX 7028 CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-9651 BEDMINSTER, NJ 07921-7028 MATTHIAS H & ANDREA VANDOORN BRYAN J & LISA C VAN NINGEN KENNETH J & GARNITA A WENCL 8674 CHANHASSEN HILLS DR N 8686 CHANHASSEN HILLS DR N 8412 WATERS EDGE DR CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-8698 DALE N & GRETA M WESTVIG SHAUN R & KELLY L WHITE BRAD H & CAROL M WILLMSEN 8408 WATERS EDGE DR 8702 CHANHASSEN HILLS DR N 8510 WATERS EDGE DR CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-9749 Minnesota Department of Transportation Metropolitan District Waters Edge 1500 West County Road B-2 Roseville, MN 55113-3174 March 17, 2009 Sharmeen AI-Jaff, Senior Planner City of Chanhassen 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 SUBJECT: Apple Tree Estates Ma/DOT Review # P09-004 Northwest Quadrant of TH 212 and TH 101 City of Chanhassen/Carver County Control Section 1009 Dear Ms. Al-Jaff: The Minnesota Department of Transportation (Mn/DOT) has reviewed the above referenced revised plat in compliance with Minnesota Statute 505.03, subdivision 2, Plats. Before any further development, please address the following comments: Right -Of- Way Turnback: Mn/DOT is in the process of turning back TH901 B (Waters Edge Drive) to the City of Chanhassen. For questions concerning these comments, please contact Jim Kirchner, Mn/DOT Right -Of -Way Section, at (651) 234-7574. Design: Warning signs need to be added to the pedestrian curb ramp for Apple Tree Lane. Please reference Mn/DOT Standard Plate #7036, Pedestrian Curb Ramp on the plans. For questions regarding this comment contact Nancy Jacobson, Mn/DOT Design Section, at (651)234-7647. Water Resources: A drainage permit will be required. Please submit final existing and proposed grading plans, clearly showing drainage boundaries and labels. Drainage rates to Mn/DOT right of way must not increase. Also please submit 10 and 100 year storm computations. Ponds shall be designed to withstand 100year storm event with starting elevation at normal water elevation, and shall have a freeboard of 1 foot along MnDOT right of way.Please direct questions concerning drainage issues to Martin Kors, Mn/DOT Water Resources Section, at (651) 234- 7537. Permits: As noted previous, a drainage permit will be required. Additionally, any work impacting MnDOT right of way requires a permit. Permit forms are available from MnDOT's utility website at www.dot.state.mn.us/tecsup/utility. Please include one full-size plan set, and an 11 x 17 inch plan set for each permit application. Please direct any questions regarding permit requirements to Buck Craig, MnDOT's Metro Permits Section, at (651) 234-7911. An equal opportunity employer As a reminder, please address all initial future correspondence for development activity such as plats and site plans to: Development Reviews Mn/DOT - Metro Division Waters Edge 1500 West County Road B-2 Roseville, Minnesota 55113 Mn/DOT document submittal guidelines require either: 1. One (1) electronic pdf version of the plans (the electronic version of the plan needs to be developed for 1 I" x 17" printable format with sufficient detail so that all features are legible); 2. Seven (7) sets of full size plans. If submitting the plans electronically, please use the pdf. format. Mn/DOT can accept the plans via e-mail at metrodevreviews(a),dot.state.mn.us provided that each separate e-mail is less than 20 megabytes. Otherwise, the plans can be submitted on a compact disk. If you have any questions concerning this review please feel free to contact me at (651)234-7792. Sincerely, i Jon P. Solberg Senior Planne Copy: Bill Weckman, Carver County Engineer, Cologne, MN Blind Copy sent via Groupwise: Nicole Peterson Tod Sherman E.Buck Craig Martin Kors Dale Matti Nancy Jacobson Jim Kirchner Sheila Kauppi Ann Braden / Metropolitan Council File Copy: Mn/DOT Division File CS 1009 Mn/DOT LGL File City of Chanhassen, MN Bill Weckman Carver County Engineer 11360 Highway 212 West Suite 1 Cologne, MN 55322 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION Application of Plowe Engineering, Inc. and Aloysius Klingelhutz for Subdivision approval with a variance for the use of a private street — APPLE TREE ESTATES. On March 17, 2009, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Plowe Engineering, Inc. and Aloysius Klingelhutz for preliminary plat approval of property creating seven lots with a variance for the use of a private street to access the two lakeshore lots. The Planning Commission conducted a public hearing on the proposed subdivision preceded by published and mailed notice. The Planning Commission heard testimony from all interested persons wishing to speak and now makes the following: FINDINGS OF FACT 1. The property is currently zoned Single- Family Residential, RSF. 2. The property is guided in the Land Use Plan for Residential — Low Density. 3. The legal description of the property is shown in the attached Exhibit A. 4. The Subdivision Ordinance directs the Planning Commission to consider seven possible adverse affects of the proposed subdivision. The seven (7) affects and our findings regarding them are: a. The proposed subdivision is consistent with the zoning ordinance; b. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; c. The physical characteristics of the site, including but not limited to topography, soils, vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and storm water drainage are suitable for the proposed development; d. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter; e. The proposed subdivision will not cause environmental damage; f. The proposed subdivision will not conflict with easements of record; and SCANNED g. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: 1. Lack of adequate storm water drainage. 2. Lack of adequate roads. 3. Lack of adequate sanitary sewer systems. 4. Lack of adequate off-site public improvements or support systems. 5. Private Street variance findings: a. The hardship is not a mere inconvenience, but provides enhanced environmental protection. b. The hardship is caused by the particular physical surroundings, shape or typographical conditions of the land. The proposed private street will reduce the amount of impervious surface directing water to the lake. It will also preserve addition trees. c. The conditions upon which the request is based are unique and not generally applicable to other property. The site is sloped down to the lake. Any reduction in hard surface will reduce the runoff directed to the lake. d. The granting of the variance will not be substantially detrimental to the public welfare and is in accord with the purpose and intent of this chapter, the zoning ordinance and comprehensive plan. The use of the private street has the potential for reducing environmental impacts. 6. The planning report #09-01 dated March 17, 2009, prepared by Robert Generous, et al, is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approve the Preliminary Plat for Apple Tree Estates creating seven lots with a variance for the use of a private street. ADOPTED by the Chanhassen Planning Commission this 17a' day of March, 2009. CHANHASSEN PLANNING 13'1 Fa EXHIBIT A TRACT 1 DESCRIP-ION Outlot A, Chorho=_sen Hills 1st Addition as recorded in the Registrar of Titles office, Carver County, Minnesota, also including, that par: of Government Lo: 3 in Section 14, Townsn'p 116, Range 23, lyirg westerly of the easterly 245.00 feet of said Goverment Lot 3 and easterly of tte `olow'ne described line. Commencing at the Northeast cornea of the Northeast 1/4 of Section 23, Township '16, Range 23; thence on an assumed bearing of S 88' 11' 38" W. along the porta line of the Northeast 1/4 of said Section 23, o distance of 245.01 feel to it wes: lire of the east 245.00 feet of said Governm.nl Lot 3; thence N 2° 57' 46" W. clung said west line, a distance a' e87.30 feel to the point of beginning o` the lire to be described; thence N 25° 46' 46" W, a distance of 116.3 feet to the shore line of Lake Susan; thence easterly worg sold shore line, to the intersection point with the west line of the east 245.00 feet of said Government Lot 3 and there terminating. All in Carver County. Minnesota. Subject to roods and easements of record; AND the easterly 245.00 feet of Government Lot 3 in Section 14, Township 116, range 23. TRACT 2 DESCR''TICN The easterly 244.99 feet of the northerly 261.81 feel of the Nor lh east Quarter of tie Northeast Quarter of Sector 23. Township 116, Range 23, subject to the State Highwcy No. 10 0l- !n Carver County, Minnesota. TRACT S UESCR.?TION Part of tie Northwest Qucrter of the Northwest Quarter of Section 24, Tcw,ship 116. Range 23, Carver County, Minnesota, described as follows: Beginning at the northwest corner o' the Northwest Quarter of said Section 24; thence on an assumed bearing of South 89 degrees 19 minutes 43 seconds East along the North 1 h of said Northwest Quarter 338.08 `eet; thence South 25 degrees 26 minutes 43 seconds East 128.38 feet to the centerline of State Pighway Nu.maer 101; thence westerly along sat centerline clang a non taraential curve that is concave to the north, said curve hating a central ange of 09 deg-ees 11 minutes 57 seconds, a radios length of 621.15 feet, an arc length of 99.73 feet, a chord bearing of South 74 degrees 12 minutes 13 seconds West and o chord length of 99.62 feet; thence South 79 degrees 38 minutes 53 seconds West along said centerline and tangent to lost described curve 163.44 feet; thence southwesterly along said centerline a oag a tangential cu,ve that is concave to the southeast, said curve having a centrol angle of 19 degrees 36 minutes 53 seconds, a radius length of 231.87 `set, an arc length of 79.38 feet; thence continuing southwesterly along said centerline along a compound curve, that is concave to the southeast, said curve having o central angle of 52 degrees 18 minutes 23 seconds, a radius length of 127.60 feet, on arc length of 116.49 fee% a chord bearing of South 33 degrees 34 minutes 37 seconds West, a chord length of 112.49 feet to the West line of said Northwest Quorter; thence North 00 degrees 01 minutes 33 seconds West piano said West line 297.33 feet to the point of beginning. This tract is subject to any and all easements of record. CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on February 19, 2009, the duly qualified and acting Deputy Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be mailed a copy of the attached notice of Public Hearing for Apple Tree Estates — Planning Case 2009-01 to the persons named on attached Exhibit "A", by enclosing a copy of said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses of such owners were those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and by other appropriate records. Subscribed and sworn to before me thiso"b�-hday of r 2009. Notary ublic Kare J. Enge ar , Deputy Clerk K!M T MEUWISSEN Notary Public-Minnesota My Commission Expires Jen 31, 2010 {CANNED Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, March 3, 2009 at 7:00 P.M. This hearing may not start until later in the evening,depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for an eight -lot Subdivision with Variances on property Proposal: zoned RSF, Single -Family Residential, located at 8600 Waters Edge Drive — APPLE TREE ESTATES. Applicant: Applicant: Plowe Engineering, Inc. Property 8600 Waters Edge Drive Location: A location map Is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. at the Meeting: 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/serv/Dlan/09-01.htmI. If you wish to talk to someone about this project, please contact Angie Auseth by email at baenerous@ci.chanhassen.mn.us or by Questions & phone at 952-227-1131. If you choose to submit written Comments: comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this Item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commerciallmdustrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard, Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. If you wish to have something to be included in the report, please contact the Planning Staff person named on the notification. Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, March 3, 2009 at 7:00 P.M. This hearing may not start until later in the evening,depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for an eight -lot Subdivision with Variances on property Proposal: zoned RSF, Single -Family Residential, located at 8600 Waters Edge Drive — APPLE TREE ESTATES. Applicant: A licant: Plowe Engineering, Inc. Property 8600 Waters Edge Drive Location: A location map Is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the public hearing through the following steps: What Happens 1 • Staff will give an overview of the proposed project. at the Meeting: 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the proqect. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/serv/olan/09-01.htmi. If you wish to talk to someone about this project, please contact Angie Auseth by email at bclenerous@ci.chanhassen.mn.us or by Questions & phone at 952-227-1131. If you choose to submit written Comments: comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/industrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard, Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the applicatlon will be included in the report to the City Council. If you wish to have something to be included in the report, please contact the Planning Staff person named on the notification. CHRISTOPHER T & AIMEE J ADAMS CHADD A & ROBIN A ARMSTRONG ROBERT W ARMSTRONG JR 8690 CHANHASSEN HILLS DR N 8402 WATERS EDGE DR 8400 WATERS EDGE DR CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-8698 GREGG R & GERALDINE BARETTE 8695 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 MILTON R A BATHKE 8404 WATERS EDGE DR CHANHASSEN, MN 55317-8698 NORMAN & JACQUELINE ENGEL 8699 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 GEORGE W & LESLIE GILMAN 8506 WATERS EDGE DR CHANHASSEN, MN 55317 GREGORY J & SUSAN L HENKEL 8699 MARY JANE CIR CHANHASSEN, MN 55317-9646 JOHN S & BARBARA A JACOBY 8516 WATERS EDGE DR CHANHASSEN, MN 55317-9749 AL & MARY JANE KLINGELHUTZ 8600 WATERS EDGE DR CHANHASSEN, MN 55317 DENNIS H & RUTH L LAUFENBURGER 8673 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 CAROL J BARNETT 8665 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 TIMOTHY M DAVIS 8705 CHANHASSEN HILLS DR N CHANHASSEN. MN 55317-8333 JAMES C & CHRISTINE ERICKSON 8691 MARY JANE CIR CHANHASSEN. MN 55317-9646 NORMAN C JR & KIMBERLY GRANT 9021 LAKE RILEY BLVD CHANHASSEN, MN 55317-8650 CHRISTOPHER & DEBORA K HOL 8687 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 FREDERICK Q KAMPS & 8410 WATERS EDGE DR CHANHASSEN, MN 55317-8698 BRIAN & LOUANN KLINGELHUTZ & 9731 MEADOWLARK LN CHANHASSEN, MN 55317-8626 DAVID S & JANICE A LUNDQUIST 8705 MARY JANE CIR CHANHASSEN, MN 55317-9646 R STEVEN & MAURA BARNETT 8709 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-8333 WANDA FAYE DENT 8678 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9650 GATEWAY DEVELOPMENT LLC 6385 OLD SHADY OAK RD #230 EDEN PRAIRIE, MN 55344-7705 BRIAN D & SUSAN L HART 8670 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9650 THOMAS H & LINDA M HOUSTON 8520 WATERS EDGE DR CHANHASSEN, MN 55317 GREG P & VIRGINIA E KLIMMEK 8661 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 LAKE SUSAN APARTMENT HOMES LLC 33 SOUTH 6TH ST #4010 MINNEAPOLIS, MN 55402-3717 MICHAEL G MCNEIL & 8695 MARY JANE CIR CHANHASSEN, MN 55317-9646 LISA K MOORE GREGORY A & DANA J OHNSORG WALTER & MARIAN T PAULSON 8682 CHANHASSEN HILLS DR N 8500 WATERS EDGE DR 8528 WATERS EDGE DR CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-9749 CHANHASSEN, MN 55317 MARK E & JOANN M REICHOW JOHN F & SHIRLEY M ROBINSON MICHAEL & MELISSA ROHRMOSER 8653 CHANHASSEN HILLS DR N 8502 WATERS EDGE DR 8698 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-9650 MICHAEL K ROSS DANIEL J & CYNTHIA M RYAN STEVEN A & COLLEEN M SAPP 8522 WATERS EDGE DR 8666 CHANHASSEN HILLS DR N 8669 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-9651 GARY R & KAREN M SCHULTZ SCOTT E & JANICE A SCHUTTER JEFFREY R SICHENDER & 8507 WATERS EDGE DR 8691 CHANHASSEN HILLS DR N 8508 WATERS EDGE DR CHANHASSEN, MN 55317-9749 CHANHASSEN, MN 55317-9651 CHANHASSEN, MN 55317 JUDITH A & STEPHEN C SLACK ROBERT W SMITHBURG & JUDSON E & JILL C SNELL 8675 CHANHASSEN HILLS DR N 8657 CHANHASSEN HILLS DR N 8694 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317-9651 CHANHASSEN, MN 55317-9651 CHANHASSEN, MN 55317-9650 JAMES JONATHON SOMMERS & STATE OF MINNESOTA - DOT STEVEN J & KIRSTEN STROMSNESS PO BOX 8224 395 JOHN IRELAND BLVD 631 8526 WATERS EDGE DR ST PAUL, MN 55108-0224 TRANSPORTATION CHANHASSEN, MN 55317-9749 ST PAUL, MN 55155-1801 PHILLIP G SURA & LESLIE E TIDSTROM US WEST NEW VECTOR GROUP INC 8524 WATERS EDGE DR 8679 CHANHASSEN HILLS DR N PO BOX 7028 CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-9651 BEDMINSTER, NJ 07921-7028 MATTHIAS H & ANDREA VANDOORN BRYAN J & LISA C VAN NINGEN KENNETH J & GARNITA A WENCL 8674 CHANHASSEN HILLS DR N 8686 CHANHASSEN HILLS DR N 8412 WATERS EDGE DR CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-8698 DALE N & GRETA M WESTVIG SHAUN R & KELLY L WHITE BRAD H & CAROL M WILLMSEN 8408 WATERS EDGE DR 8702 CHANHASSEN HILLS DR N 8510 WATERS EDGE DR CHANHASSEN, MN 55317 CHANHASSEN, MN 55317-9650 CHANHASSEN, MN 55317-9749 CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 09-01 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, March 17, 2009, at 7:00 p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is to consider a request for a seven -lot Subdivision with Variances on property zoned RSF, Single -Family Residential, located at 8600 Waters Edge Drive — APPLE TREE ESTATES. Applicant Plowe Engineering, Inc. Owner: Aloysius Klingelhutz. A plan showing the location of the proposal is available for public review on the City's web site at www.ci.chanhassen.mn.us/aga/plan/09-Ol.html or at City Hall during regular business hours. All interested persons are invited to attend this public hearing and express their opinions with respect to this proposal. Robert Generous, Senior Planner Email: b_generous@ci.chanhassen.mn.us Phone: 952-227-1131 (Publish in the Chanhassen Villager on March 5, 2009) Stamm Affidavit of Publication Southwest Newspapers CITY OF CHANHASSEN CARVER & HENNEPIN State of Minnesota) COUNTIES )SS. NOTICE OF PUBLIC HEARING PLANNING CASE NO. 09-01 County of Carver ) NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, March 3, 2009, at7:00p.m. in the Council Chambers Laurie A. Hartmann, being duly swom, on oath says that she is the publisher or the authorized in Chanhassen City Hall, 7700 agent of the publisher of the newspapers known as the Chaska Herald and the Chanhassen Vil- Market Blvd. The purpose of this hearing is to consider a request for lager and has full knowledge of the facts herein stated as follows: Va eight -lot Subdivision with Variances on property caned RSF, A These new have complied with the requirements constituting qualification as a legal ( ) �P� P reg g 9 Single -Family Residential, located newspaper, as provided by Minnesota Statute 331 A.02, 331 A.07, and other applicable laws,as at MW Waters Edge Drive -APPLE amended. TREE ESTATES. Applicant Plowe / r� / Engineering, Inc. Owner: Aloysius (B) The printed public notice that is attached to this Affidavit and identified as No.// Klingelhutz. was published on the date or dates and in the newspaper stated in the attached Notice and said A plan showing the location of Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of the proposal is available for public review on the City's web site at the news specified. Printed below is a c of the lower case alphabet from A to Z, both paper copy P www ci chanhassen mn us/serv/ inclusive, and is hereby acknowledged as being the kind and size of type used in the composition Dlan/09-01.htm1 or at City Hall and publication of the Notice: during regular business hours. All interested persons are invited to abcdefghijklmnopgrs attend this public hearing and express their opinions with respect to this proposal. , 1C� Robert Generous, Senior Planner Email: Laurie A. Hartmann bgenerous@ci.chanhassen.mn.us Phone: 952-227-1131 (Published in the Chanhassen Villager on Thursday, February 19. Subscribed and sworn before me on 2009; No. 4171) this I _ day oft , /�, 2009 JYMME J. BARK NOTARY PUBLIC - MINNESOTA My Commission Expires 01/31/2013 Not c RATE INFORMATION Lowest classified rate paid by commercial users for comparable space.... $31.20 per column inch Maximum rate allowed by law for the above matter ................................ $31.20 per column inch Rate actually charged for the above matter .............................................. $12.43 per column inch SCANNED CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 09-01 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, March 3, 2009, at 7:00 p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is to consider a request for an eight -lot Subdivision with Variances on property zoned RSF, Single -Family Residential, located at 8600 Waters Edge Drive — APPLE TREE ESTATES. Applicant: Plowe Engineering, Inc. Owner: Aloysius HIingelhutz. A plan showing the location of the proposal is available for public review on the City's web site at www.ci.chanhassen.mn.us/serv/t)lan/09-Ol.html or at City Hall during regular business hours. All interested persons are invited to attend this public hearing and express their opinions with respect to this proposal. Robert Generous, Senior Planner Email: bgenerous@ci.chanhassen.mn.us Phone: 952-227-1131 (Publish in the Chanhassen Villager on February 19, 2009) SCAuNED Chanhassen City Council - June 8, 2009 1) Resolution #2009-47: Pedestrian Trail Underpass at TH 5 and Minnewashta Parkway. 2) Resolution #2009-48: Reconstruction of MN 101 from Lyman Boulevard to Pioneer Trail. 3) Resolution #2009-49: Reconstruction and Widening of Lyman Boulevard from Audubon (North Leg to Powers Boulevard. d. Approve Preliminary Plat Extension for Liberty at Creekside. e. Apple Tree Estates, 8600 Waters Edge Drive. Applicant: Plowe Engineering, Inc., Owner: Aloysius Klingelhutz. 1) Final Plat Approval. 2) Approve Development Contract. f. Approve Contract for School Resource Officer, Chanhassen High School as amended. g. Resolution #2009-50: Lift Station 924, Wet Well Rehabilitation: Approve Quote. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Todd Gerhardt: Mayor, with that one motion it will reflect, we handed out the one change in there and that's. Mayor Furlong: Thank you. Under item, which one was this? Todd Gerhardt: F. Mayor Furlong: Item 1(f) there was a technical correction to the agreement dealing with the employment status of the school resource officer. I think that was distributed but that was just a technical clarification from what was distributed during. Okay. With that, as part of our items this evening on our consent agenda that we just passed, one was to accept a donation from K1einBank for our Summer Concert Series. We have a representative from K1einBank here this evening. If you'd like to come forward and just introduce yourself at the podium. Say a few words. VISITOR PRESENTATIONS: PRESENTATION OF $2.000 CHECK FOR SUMMER CONCERT SERIES, KLEINBANK CHANHASSEN. Greg Lovell: Sure. Be happy to. My name is Greg Lovell. I'm President ofKleinBank Chanhassen. I'm delighted to be here this evening. We're very happy and pleased to be able to offer our support again for this year's summer concert series. We hope that everyone here and your families and other residents of the community enjoy the series again this year. We're very proud to be a part of it so Mr. Mayor, thank you. City Council members, thank you very much. Mayor Furlong: Now can we bring this to the drive thru? 2 {CANNED CHANHASSEN CITY COUNCIL REGULAR MEETING JUNE 8, 2009 Mayor Furlong called the meeting to order at 7:10 p.m. The meeting was opened with the Pledge to the Flag. COUNCIL MEMBERS PRESENT: Mayor Furlong, Councilman Litsey, Councilwoman Ernst, Councilwoman Tjornhom, and Councilman McDonald STAFF PRESENT: Todd Gerhardt, Roger Knutson, Laurie Hokkanen, Kate Aanenson, Paul Oehme, Todd Hoffman, and Terry Jeffery PUBLIC PRESENT: Gary Bhojwani 3301 Shore Drive Al & Mary Klingelhutz 8600 Waters Edge Peter Johnson PUBLIC ANNOUNCEMENTS: Mayor Furlong: Thank you everybody and welcome. Appreciate everybody joining us here this evening as well as those watching at home. It's nice to be back. It was good to see my chair open when I walked into the council chambers this evening but. Councilwoman Tjomhom: It's all your's. Mayor Furlong: But my thank you and appreciation to Deputy Mayor Tjornhom for covering the meeting for me 2 weeks ago. With that I will ask if there are any modifications to the agenda. Any proposed additions or amendments to the agenda? If not, without objection we'll proceed with the agenda as distributed. At this point I'd like to move forward. CONSENT AGENDA: Councilwoman Ernst moved, Councilman Litsey seconded to approve the following consent agenda items pursuant to the City Manager's recommendations: a. Approval of Minutes: -City Council Work Session Minutes dated May 26, 2009 -City Council Verbatim and Summary Minutes dated May 26, 2009 Receive Commission Minutes: -Planning Commission Verbatim and Summary Minutes dated May 19, 2009 b. Resolution #2009-46: Accept Donation from KleinBank for Summer Concert Series. C. Approve Support Letters and Resolution for Federal Funding Applications: City Council Meeting -April 13, 2009 Gq-0k Bob Roepke: I think all of our board members are certainly supportive and have had, have contributed to the foundation. We are seeking a representative on the board from Chanhassen. We're talking to some people about that. We're talking to some people that are connected with business from your community to see if they would have an interest in joining us so we're out there recruiting so if you have some names or some suggestions for us, that'd be wonderful. We'd appreciate that. I don't know did you want to? No? Mayor Furlong: Very good. Thank you. Anything else? Well thank you. We appreciate you coming this evening and sharing that information. Mary Langworthy: Thank you very much Councilman Litsey: Thanks. Mayor Furlong: Anyone else for visitor presentations this evening? If not then we'll move on with the other items on our agenda this evening. APPLE TREE ESTATES: REQUEST FOR A SEVEN -LOT SUBDIVISION WITH VARIANCES, LOCATED AT 8600 WATERS EDGE DRIVE. APPLICANT: PLOWE ENGINEERING, INC., OWNER: ALOYSUIS KLINGELHUTZ. Kate Aanenson: Thank you Mayor, members of the City Council. This subject site is located off of Waters Edge Drive. What makes this area ripe for development is the improvements that were put in place with the new 212 interchange and allowing this street now to not be the old 101 or a busier street now that it's a long cul-de-sac it makes it more desirable in order for this property to be subdivided. So the applicant is proposing to subdivide this property which is a little over 10 acres in size and through the process there's been a few changes which I'll summarize. This item did appear before the Planning Commission on the March 17`s meeting and they voted 6 to 0 to approve it. It does include a variance for a private street which I'll spend some discussing in a minute too but I just wanted to point out for you, there was some issues brought up regarding the drainage which we've specifically identified in a little bit more detail and I've passed out a modified amendment for page, excuse me for condition number 46 and I have that single sheet there, so we've modified that again to be a little bit clearer what the issue is and again as I move through the staff report you'll see. So again just north of the new 212/101 interchange abutting Lake Susan so the shoreland regulations do come into play with the zoning on these lots. Again the subject site. 10 acres. 10.2 acres and meets over, exceeds the density. Existing on the house is the one single family home with a shed on the property. The shed will be removed. The lot itself, lots in this area, because it was access via a state road, you can see there was the use of common driveways to develop the properties in here. While they were larger lots because they were Lakeshore lots, common driveways was pretty common in that area. So that also was a factor in the development itself. The lot also has some interesting topography. The site slopes from a high point along the east central property line with an elevation of 930 and then drops down to 922 so it's a little bit challenging when you're trying to do these infill developments to make everything work. Again the use of the street on this, on the apple orchard side, because the lots are previously accessed via the private drive, we did want to incorporate 5 City Council Meeting -April 13, 2009 that into the two larger lots that will be along the lakeshore, and that's how this lot figures out. You can see the existing home is on Lot 1. The proposed large, other larger lot, lakeshore lot would be on Lot 2, so it's their intent to continue to share that common driveway. Can you tum that on? Do you know where it is? Mayor Furlong: Alright, let's keep going. We'll have to... Kate Aanenson: Okay, so the existing driveway, just to be clear. Would share all those, would share just those two lots at the end of that cul-de-sac. Otherwise the subdivision would meet the standard. That would be the only variance, and the variances, just for the common driveway itself, it still would have the 7 ton design where there's common 30 foot wide easement under that common portion so the variance again would just be for that. If you go through the variance criteria as we laid out in the staff report, which is found on page 9 just talking about the prevailing development pattern. Again the development pattern in this was long, larger, deeper lots and because the lot itself is in excess in the compliance table, over almost 2 acres in size, it makes sense to have them share that so there wouldn't be a lot of additional traffic on that. So the rest of the lots would be served off of a private street that does meet city standards. Mayor Furlong: Can I ask a question on that? Kate Aanenson: Yes. Mayor Furlong: Just for clarification. What does our ordinance, does our ordinance not allow a private street off the end of a cul-de-sac? Kate Aanenson: There's already one home off it. If you have more than one home it does require a variance. Mayor Furlong: Any time we have a private street with more than one home it requires a variance? Kate Aanenson: Correct. Yes. And then also it'd be a condition that there'd be a maintenance agreement between the two parties. Common access so the one party can't control it. So that's a way of regulating that. The reason being is if you chose not to allow it to subdivide, by giving a variance you could deny the variance therefore not allowing that type of subdivision. That's the other control point on that. So if you chose, if you didn't think it made sense in that circumstance, by denying the variance you wouldn't allow that type of a larger lot. Our rationale on this basis is because it's a 77,000 square foot lot, two lakeshore lots, I think when we, when this proposal first went out to the neighborhood there was some concern there'd be a lot. Yeah, I'm going to use lot a lot. There'd be. Todd Gerhardt: Many. Kate Aanenson: Many, thank you. Many lots on the lakeshore but there's only one additional with one dock. Additional dock, so I think that helped some of the neighbors concerns who had similar sized lots, as was the prevailing development pattern so in looking at this and grating the 0 p3NyJs City Council Meeting - April 13, 2009 variance, it does, it is consistent with the prevailing development on those lakeshore lots. And the homes that are being subdivided are consistent with the Lake Susan development. Again all these lots are in excess of the minimum lot standard of 15,000 so I mean they're compatible. So here's an example of like the common driveways. Those two lots that are being served off the end of the cul-de-sac and again staff supported that, as did the Planning Commission. So the grading and drainage was one of the big issues that came up on this project. This is the proposed, as it is now, where the pond would be located. Originally the pond being proposed on Lot 2, which I'll show you in a second. So this has a wetland on it which is not being impacted. A bluff that's closer to the lake, and then the storm water pond would be now closer to Waters Edge Drive. It was in a different location. I'll show you that in a second. So this is the tree preservation area. This site is being mass graded except for the preservation areas that are closer to the lake. It's inside of that green, bright green area. Would be the preservation area so except for the Lot 2 would be custom graded. The other lots would all be mass graded which is pretty typical for a subdivision. The utility plan. Again the sewer and water is available in the area tying to existing utilities so that's all workable in meeting the standards of the subdivision regulations. So now I just want to spend a minute and explain to you the modifications of the storm water itself. So this was the original proposal. You can kind of see again talking about the challenging topography. The emergency overflow where the water comes out and the elevation of the existing larger lot home in that area where there was some concern about where that water would be going so we asked the developer to modify that and now there was a lot eliminated so one, we have one less subdividable lot that was eliminated in order to provide storm water ponding and that's off of Waters Edge. You can see in that light green area there how the storm water pond has been moved down to there, and that reduces that issue we have regarding the emergency overflow onto the existing house, although there was still some concern about how this water's being managed, and I can show you that in the next slide. If everybody's tracking with me here. This is the proposed storm water. There is, you can see that light blue line kind of going out between those two homes, if there was an emergency overflow so I'm looking at, we also wanted the developer's engineer to model that and this is the proposed overflow also by tying it to an existing storm water pond. So the modifications on condition 46 address that. We just want to be clear before it comes back for final plat. You will see this. Typically a final plat is on consent so what we'll show you is how all the conditions have been met so each one will be itemized and then we'll say this condition has been met or been modified and show how that's done and that would be translated into the development contract, so we just want to be more specific on condition 46 of how that can be done and we believe it can be accomplished but we just want to make sure that's engineered correctly. Mayor Furlong: And that's been passed out this evening? Kate Aanenson: That's correct. Mayor Furlong: Has this been given to the applicant I assume? Kate Aanenson: It was to the engineer. I'm not sure... Mayor Furlong: To the engineering, okay. Yeah. 7 City Council Meeting - April 13, 2009 Kate Aanenson: So with that again all the lots exceed standards with the one variance which we think is reasonable. Use of the property based on those deeper, larger lots so with that we are recommending approval of the subdivision with the variance as identified in the staff report with the modifications to condition number 46 and I'd be happy to answer any questions that you have. Mayor Furlong: Thank you. Any questions for staff? Councilwoman Tjornhom. Councilwoman Tjomhom: Kate one thing I haven't seen ever I don't think is where we're requiring the addresses to be bigger than normal or, what is that? Kate Aanenson: That was spelled out more specifically. I think too when you have a house at the end of a cul-de-sac, to get to those back lots, that they can be spotted easily. That's for that reason. You're talking about the fire marshal's conditions? Councilwoman Tjornhom: Yeah because I've never really seen that before I don't think and... Kate Aanenson: Yeah, and that's for those two specific lots at the end so that they can see it, because they are deeper, longer driveways so they know which way to go so it's just identifying those at the end of the cul-de-sac. The addresses at that point. Councilwoman Tjomhom: So that was in the Fire Marshal. Kate Aanenson: That's correct. Councilwoman Tjomhom: What he requested. Okay. Councilwoman Ernst: Kate in the notes you had that there was a previous plan submitted by the developer that included a filtration basin on Lots 2 and 3. And you said staff did not support this proposal. Can you expound on that? Kate Aanenson: Sure. I'll let maybe let Paul, if you want to address it. The original proposal up here in the... Paul Oehme: Mayor, City Council members. The staff had issues with the location of that pond. One, it's on a bluff more or less. Steep grade. Typically you don't want a pond at those type of locations just in case you have a larger storm event. Overflows of those ponds can have problems and can actually break and become, just basically drain out the pond so you know typically we don't like to see ponds in those type of locations. That was one issue. Another issue the pond is right next to a existing home. We felt that the drainage pattern potentially could impact that adjacent property owner, so that being said we worked with the engineer and the applicant relocating that pond. Councilwoman Ernst's question was not audible on the tape. Paul Oehme: Yeah, I mean I think we're comfortable with the location of the new pond. City Council Meeting -April 13, 2009 Councilwoman Ernst: Okay. Thank you. Mayor Furlong: Other questions for staff. Councilman McDonald: Well the question I've got is, I'm not quite sure where is the water going then from the pond? It looks as though on your last drawing it comes across through a culvert or something or is it going north or west? Kate Aanenson: Sure. Yeah, this is the original proposal, which the city engineer has indicated that that longer driveway with the house on it, that's sitting lower than the emergency overflow. That was our concern there because of the bluff. So this was the staff's recommendation to move it to this site. Councilman McDonald: Okay. And then from there overflow, which way does it go to the west or? Kate Aanenson: Do you want to? Paul Oehme: Yeah, if you could go back to the pipe routing one. Go back one more. There we are. Actually go forward. I'm sorry. There it is. Okay. So basically the darker blue is showing the NURP pond that's being created to treat the storm water runoff. Our ordinance, basically at this location it's more of a land like basin for us and under normal rain events there won't be any discharge out from that pond or out from the, out from the wetland area. The lighter shown green pipe that's shown there heading to the west, that would be in a worst case scenario during 100 year, back to back 100 year rain events, that's just to mitigate any potential back-up or elevation of the pond into adjacent properties so, that pipe shown here wouldn't be used very often. It's just for large events that it would be used. Typically you know under normal design criteria we like to have emergency overflows at grade that are not piped because of pipe potential for backing up, but in this instance there's limited locations for that type of design so this is an alternative that we came up with that we think can work. Councilman McDonald: Okay and then to the west where the pipe ends, what's at that location? What's the water going to? Paul Oehme: Yep there's, it doesn't show on this drawing Kate Aanenson: Yeah I can go back. It's the first one. It's Lake Susan. Lake Susan. Paul Oehme: There's an existing storm sewer system that will connect into and then it discharges into a wetland, and then after that wetland then it goes into Lake Susan. Councilman McDonald: Okay. Kate Aanenson: I think the challenge when we look at these for infill development, as a staff, is the existing development pattern isn't pre -treating the water so now when you're increasing W City Council Meeting - April 13, 2009 development, the developer's obligated to pre -treat that water so how do you tie it into a system that doesn't exist so that was a little bit of a challenge and I think the biggest concern was well you have an existing house with, as the city engineer indicated, that's water sitting up higher. That's not the best design so unfortunately we lost a lot to accommodate that but we've learned in the long run it's probably wiser not to do that. Councilman McDonald: And is that what this drawing shows is that one of your fears were that the water was going to go to the north between those two houses and everything? Kate Aanenson: That's correct. Councilman McDonald: So now by re -adjusting this and putting the pipe, we've pretty much guaranteed it will go the west and shouldn't have any impact to the north. Kate Aanenson: And that's what condition 46 says. Paul Oehme: We're trying to mitigate it. Mayor Furlong: And I guess to clarify. Ms. Aanenson, if you can go back to the previous slide that you had on that showed. That one right there. Perfect. You knew what I was. Is the green arrowed line there which will be the discharge pipe, is that the pipe that didn't have sufficient slope to it that you're asking? Paul Oehme: That's correct. We didn't feel that that pipe would address the storm water issue out of that pond and then be, we would have some maintenance issues if there was no slope on that pipe so. Mayor Furlong: And that's also been added, or the last criteria here. By minimum slope requirement are we referring to our ordinances? Paul Oehme: Correct. Kate Aanenson: That's correct. Mayor Furlong: Other questions for staff at this point? If not, is, I see the applicant's here. Or a representative of the applicant. If anybody would like to address the council on anything. No? Okay, and I just want to make sure you had the opportunity if you wanted to. Al Klingelhutz: I can go up if I can get up. Mayor Furlong: Okay. Any questions for the applicant if anybody has that? Very good. Well let's discuss it then. Did you want to talk about it or not? I just, if not that's fine. Neil Klingelhutz: I think they covered it pretty well. I mean there's a couple ... been put on it but it's pretty well summed up in the report. 10 .-A City Council Meeting - April 13, 2009 Mayor Furlong: Great. Great, thank you. Good to hear. Thoughts and comments. On the proposal before us this evening. Who would like to start? Councilwoman Ernst: I think it's pretty clear. The only question I had was on the pond and I think that's been explained pretty well and the applicant seems pretty positive so I would support it. Mayor Furlong: Okay, thank you. Other thoughts? Councilwoman Tjornhom. Councilwoman Tjomhom: Yeah, it seems like all the wrinkles have been ironed out. Thanks to the Planning Commission and staff once again so I think, in these times when we're wondering where the next development is coming, it's good to see one coming through so I'll support it also. Mayor Furlong: Mr. McDonald. Councilman McDonald: I guess my only thing is, I'm kind of sorry to see this happen but I hope it doesn't mean you're going to move you know because I'd hate to lose you as a neighbor or something so as long as you're going to stay I'm in favor of it. Mayor Furlong: Did you want to add a condition... Councilman McDonald: It's just a request. Mayor Furlong: Okay. Councilman McDonald: Please stay. Mayor Furlong: Councilman Litsey. Councilman Litsey: I have nothing to top that so. No, I'm fine with it. Mayor Furlong: Very good. I think I agree. This is, one comment that I will make is that, as we were interviewing candidates for some of our commissions, one of them made the comment, and I think it's a fair comment that sometimes it seems like things get rubber stamped at the council level and I think to Councilwoman Tjornhom's thoughts, it really is because a lot of work has been done already and when a proposal comes to us as clean as this one is, even though there's a variance involved and there are a number of conditions, the bottom line is everything's been thought out and I would give credit to members of the Planning Commission and certainly the staff and also the applicant and their professionals that are working with them to, because it tells me that everybody's been working together to find common solutions and to make sure it works for everybody so we appreciate that and it makes everybody's job easier but it usually ends up for better developments as well so I just wanted to add that to the record. With regards to the development, I think it's pretty clear that it makes sense to go forward including the variance. It's a very reasonable request. Somebody like to make a motion. Councilwoman Ernst. 1t City Council Meeting - April 13, 2009 Councilwoman Ernst: I make a motion that we approve a 7 lot subdivision, preliminary plat with a variance for access off of private street for Lots I and 2, Block 1, Apple Tree Estates, plans prepared by E.G. Rud and Sons Incorporated and Plowe Engineering, Incorporated dated 1/29/09, revised 2/25/09, subject to conditions 1 through 46 of the staff report. Mayor Furlong: And just for clarification before asking for a second, 46 includes the modified 46 that were distributed today. Councilwoman Ernst: Yep. Mayor Furlong: Thank you. Is there a second? Councilman McDonald: I'll second. Mayor Furlong: Thank you. Made and seconded. Any discussion? Councilwoman Ernst moved, Councilman McDonald seconded that the City Council approve a seven lot subdivision (preliminary plat) with a variance for access off a private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E.G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 1/29/09, revised 2/25/09, subject to the following conditions: Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots 1 and 2, Block 1. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. 5. A three-foot clear space must be maintained around fire hydrants, and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4 7. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. 12 City Council Meeting - April 13, 2009 8. A 30- foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Each lot must be provided with a separate sewer and water service. 12. Demolition permits must be obtained before demolishing any structures. 13. Existing home(s) affected by the new street/cul-de-sac will require address changes. 14. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 15. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in full for all new homes at the rate in force upon final plat submission and approval. 16. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. 17. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 18. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees. The survey and plan shall be submitted to the city for approval. 19. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 20. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. 21. The plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. 13 City Council Meeting - April 13, 2009 22. Correct the location and elevation of the wetland emergency overflow. 23. A piped EOF is required for the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. 24. The driveway grades for Lot 3, Block 1 must be adjusted so that there is positive drainage along the entire driveway. 25. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. 26. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 27. The top and bottom of wall elevations must be shown on the plans. 28. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. The plans must be revised so that the off-site trees to the east of the development are not impacted with the retaining wall construction. 29. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. 30. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. 31. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 32. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. 33. Any excavation within the wetland cannot result in a maximum inundation greater than six (6) feet in depth. 34. The finished bottom of the wetland shall be undulating providing varying depths. 35. Side slopes shall be no greater than 5:1 on average and no greater that 3.5:1 in any location. 36. Bottom of the wetland shall have a minimum 0.8 feet of organic soil materials or otherwise hydric soils. 14 City Council Meeting - April 13, 2009 37. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. 38. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. 39. Silt fence must be included down gradient of all exposed soils. 40. Inlet protection shall be required within 24 hours of setting the structures on site. 41. Erosion and sedimentation BMPs must be placed to protect the structures in Waters Edge Drive. 42. A concrete washout area needs to be shown on the plan and must comply with the NPDES permit requirements. 43. A rock construction entrance, at least 75 feet in length, must be indicated on the plan. 44. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. 45. The pond and wetland should be put into an Outlot. This will result in a further reduction of SWMP fees. That portion of Lot 1, Block 2 east of the westerly normal water level elevation for the stormwater pond shall be included in a separate Outlot to facility pond maintenance. 46. City staff shall work with the applicant to make sure that the new proposal for drainage meets the City of Chanhassen Engineering Department's requirements including: a. The 100 -year storm event must be stored onsite. This requirement presents a challenge because of the elevation of the culvert under the neighbor's driveway to the wetland. b. The peak elevation noted for the back-to-back 100 -year storms is higher than the driveway to the east. c. The exfiltration assumption used in the model must be verified. d. The discharge pipe must meet the minimum pipe slope requirement" All voted in favor and the motion carried unanimously with a vote of 5 to 0. PUBLIC WORKS FACILITY: APPROVE BIDS AND OUOTES FOR FACILITY PROTECT NO. 08-03. Paul Oehme: Thank you Mayor, City Council members. As you recall last council meeting council did approve bids for steel and concrete packages. These items did have some significant lead times to them. That's why we requested council approve those early. Earlier. For tonight's meeting staff is requesting that the remaining bids and quotes, as identified in RIM Construction 15 CHANHASSEN PLANNING COMMISSION REGULAR MEETING MARCH 17, 2009 Chairman Papke called the meeting to order at 7:00 p.m. MEMBERS PRESENT: Kurt Papke, Kevin Dillon, Kathleen Thomas, Mark Undestad, Denny Laufenburger, and Dan Keefe MEMBERS ABSENT: Debbie Larson STAFF PRESENT: Bob Generous, Senior Planner; and Alyson Fauske, Assistant City Engineer PUBLIC HEARING: INC. OWNER: ALOYSUIS KLINGELHUTZ, PLANNING CASE 09-01. Public Present: Name Address Craig Schlichting, Plowe Engineering 6776 Lake Drive, Suite 110, Lino Lakes Kyle Tidstrom 8679 Chanhassen Hills Drive North Tom Houston 8520 Waters Edge Drive Al & Mary Klingelhutz 8600 Waters Edge Drive Neil Klingelhutz 9731 Meadowlark Lane Paul Rosstein 9492 Painters Ridge, Eden Prairie Bob Generous and Alyson Fauske presented the staff report on this item Papke: Okay Kathleen, we'll start with you. Thomas: No, I don't have any questions at the moment. Papke: Denny. Laufenburger: Alyson, can you talk about the capacity of that pipe that will traverse from the darker blue to the west, make a turn and then connect with, I'm assuming it connects with the storm sewer. Is that right? Fauske: That's correct. Planning Commission Meeting -March 17, 2009 Laufenburger: Talk a little what that capacity might be or is it too early for you to check the hydrology that you talked about? Fauske: At this point Commissioner Laufenburger we do not have that information but we certainly will be checking that. The developer's engineer and I, we had a conversation yesterday. He had indicated that when they ran the calculations that there was capacity in the pipe but we certainly again will be very diligent when we look at connecting to an existing system to make sure that it has capacity. We are at an advantage here where you know if there is some under sizing, we could look at replacing that pipe. It is within an easement but so far indications are that it's adequately sized. Laufenburger: That pipe does not exist today, is that correct? Fauske: It does exist today. Laufenburger: Oh that does exist? Generous: Where it connects to. Fauske: Yes, the connection point if you can follow right here on the very west side, it would be connecting to an existing storm sewer, and I apologize if you can't see it but the storm sewer does continue to the west and there's a wetland that it discharges to which then goes to the drainage way towards Lake Susan. Laufenburger: Okay. But the green arrowed direction that is shown here from, that pipe is not in the ground right now. Fauske: Correct. That's the proposed storm sewer. Laufenburger: Okay, thank you. Dillon: So, good question now but what if it's determined that this solution isn't workable? Then what? I mean then what drawing board do you go back to at that point? Fauske: What we, what our concerns are, there's two pieces to this solution that staff needs to verify. One is to make sure that it does in fact hold the back and back 100 year event. That we're able to achieve that. We know that we were close under the last scenario so we feel confident that by providing this piped outlet we can achieve that. To answer your question Commissioner Dillon is that, if we feel that this particular pipe system as shown isn't work, we can certainly look at increasing the pipe size. If that doesn't work, then we may have to look at expanding that pond and potentially losing what was, I believe it's Lot 1, Block 2. And those are certainly things that we need to work through but from all indications that we've, conversations we've had with the developer's engineer, we don't feel that that's something that would happen. Dillon: Alright. So what types of homes are proposed for the subdivision? 03"NA04 2 Planning Commission Meeting -March 17, 2009 Generous: The only one we're sort of certain on is the one lakeshore lot. The person has 5 children so it will be a larger home. At least 3 car garage. I believe it's a 4 car garage so. The rest of them we've assumed maximum size, based on our ordinance requirements. 3,600 square foot footprints with the driveways. Again we evaluated the impervious coverage for that and generally they come under that number but we're looking at trying to do a worst case scenario. Dillon: Okay. Has the developer done other projects in Chanhassen? Generous: Older ones I believe but. Currently they're just subdividing the land. They'll I assume sell it to individual builders to build the homes. Dillon: So one of the things, you know we've had these things come up before and you know that's great, we're going to subdivide it but as the planning commission we haven't getting any visibility to what's planned other than you know subdivided and you know kind of like we're supposed to be stewards for the community. I think we need to have a transparency as to what is proposed. Other than just subdividing it and put houses up. I mean great. Well what kind of houses? Generous: Commissioner Dillon, that's really the market determines what goes in on these properties. I assume that the developer can go through, discuss some of the builders that they may have talked to for this. Everything's sort of shaking out right now with the economy and so we'll hopefully, as they say the strong will survive and we'll get those builders who have quality work and that people want to have. Dillon: Well if the person is here that's proposing this, maybe I'll ask that question of them and see what they say. So then another question I have, will the other houses, not the two nearest the lake, will they have lake rights? Generous: No. Dillon: And okay. So that takes of those were the questions I had. And that's all I have for right now. Papke: Okay. Undestad: No... Keefe: I've got a couple. You know does the grading plan increase or decrease the runoff on this? I mean there's quite a bit of slope there. I mean is it, you know what does it do in terms of, you know we've got this wetlands or the ponding solution that's going to take, I presume increase runoff because of the houses that are going there? A little bit of hardscape which is coming onto the site that doesn't exist today. And we're going to grade the site, and go ahead. Fauske: That's a very good question Commissioner Keefe. What the proposal is and what the city code requires is a decrease in the discharge rates for the 2 year, 10 year, and 100 year event, so they're able to achieve that. The developer's engineer has also done a nice job in showing us .97 Planning Commission Meeting -March 17, 2009 what some volumes of runoff, again you know of course when you increase the impervious surface you do increase the volume of runoff. So I don't have the particular numbers available for you but I can assure you that we will make sure that their current proposal, the last slide that I showed you here tonight will meet our city code for peak discharge rate. Keefe: But I mean you know in terms of the grading on site, I mean you know because we do have a fair amount of slope. I mean are they enhancing the slope? Are they decreasing the slope? Are they, you know I mean because doesn't that affect rate in terms of how much? Fauske: It certainly does, yes. Really the biggest change is going to be with the addition of the street. You certainly increase the, it's not necessarily even the grades on the street. Just the fact that it's a paved surface instead of a grass slope. But really and truly the, but for the most part they have you know moderate grades in the back yard and front yard that looking at the grading plan don't significantly change from what's out there right now. You know there's moderate slopes out there. There's fairly flat slopes out there so they're actually, you know they're matching into what's out there fairly nicely. It's just the additional impervious surface. Keefe: Okay. You know it looks like it's a fairly lengthy private street. You know what do we do in terms of fire protection? You know emergency vehicles in the case of a longer private street. What is the, what does the city do in that? Generous: Well the Fire Marshal did address that and it's mostly signage. They just would need to know where to go. They will have to meet our 7 ton standard, 20 foot wide pavement width for the common portion. And then at the end of it it's like any normal driveway. They'd be able to access it. Mark didn't have any concern on the specific. And it's only 2 homes that will be off it. The rest is on a public street. Keefe: Okay. You know it notes that there's an intention to save the apple trees. I mean is that a typical scenario where we would have trees which are very sort of, you know I don't know that they were maybe they were there at one point for sort of agricultural reasons. I don't know but I mean is that typical that we would save those or is that sort of just their choice that they can do that? Generous: It's primarily their choice. Our ordinance does encourage the preservation of trees. It doesn't specify species and so any time you can do that, even you know all trees have value. Keefe: Alright. That's all I have. Papke: Just a couple small questions. First of all Alyson, you might have covered this and maybe I just didn't catch it. When does this pipe kick in? Is it an emergency overflow? I'm just trying to get an idea of how frequently that's going to get exercised. Fauske: And that's a very excellent question. Right now the way the developer's engineer has designed it, the same pipe that takes the water into the pond would be taking it out and so as I indicated to him, this isn't something that I've personally looked at before and what they're relying on is that there would be enough elevation of the water above the inlet to push the water 4 Planning Commission Meeting -March 17, 2009 through the pipe, so we need to take a look at that. So basically the elevation that the water would be entering, at some point would be going back through that pipe and that's where we need to take a close look at that pipe design. Make sure that we're indeed draining that pond like they say we are to maintain the back to back 100 year events. Make sure that's flowing out so that we're not creating the overflow situation that we looked at previously. Right now they're showing the elevation at 901 which effectively would be the inlet and the outlet elevation but however like I mentioned, since the pipe system will dictate at what point that pond will start to drain, I don't have, I haven't seen those calculations yet to be able to tell you at what elevation it will hit before it starts draining back through that pipe. Papke: Okay. Are there any issues with those kind of pipes freezing or clogging? I mean on the way here tonight, there was water flowing over Pioneer Trail because of a drain pipe that's either frozen or clogged. The City must be aware of it. There's pylons out there and stuff so, but I'm just curious as to what, are there issues like that with this kind of a drainage pipe or storm water pond? Fauske: There's issues with any storm pipe with it icing over at the inlet. With it clogging up with leaves and it's a maintenance issue for our public works department and we have to work diligently with them. They certainly have their list of known offenders if you will where they know that every spring that inlet or that outlet of that pond will clog up and they'll go in and clean it. They'll keep an eye on it so there's, it's unfortunately something that's inevitable with these types of designs is that they are susceptible to those things but we just have a maintenance policy where we have, like I said, a list where we know these ones are more prone than others to take a look at, and they do, they do pond inspections every year to make sure that the inlets and the outlets are functioning. Papke: So in this particular case, if this one was to freeze in the spring or the fall and get plugged up with leaves, we would see the kind of drainage that you had depicted on the previous slide where it would move towards the northeast. Flow between the homes, etc. Fauske: That's an extreme case. That's the back to back 100 year event. Papke: Okay. Fauske: And again we just wanted to take a look at it. It seems you know to the, somebody who's developing something like this, it seems to be a very unlikely event to happen is the back to back 100 year event, but you know staff here, we've all lived through a back to back 100 year event and we know the problems that they cause and that's why we're very adamant when it comes to storm design that we do design for those events because it's just, it's prudent planning. Papke: Do those events include snow melt? Fauske: Yes. Papke: The only last question I had, I noticed in the notes there's a well, existing well on the property. Are there any issues or concerns with the well or? Planning Commission Meeting -March 17, 2009 Fauske: Mr. Klingelhutz can keep the well in function. Our city code does allow for that. However if he has issues with the well, he will not be able to drill a new one. He would have to make, he would have to connect to the city water. Papke: Okay. Anybody else have any questions for staff? If not, if there's an applicant here tonight, would you please step up to the podium and color in the lines for us. If you could step to the podium please because we're being videoed. You'll be on TV. Neil Klingelhutz: Hi, I'm Neil Klingelhutz. Al's son. I've kind of facilitated him in developing his property. I guess in regards to Dillon, Commissioner Dillon's comments on what type of houses. I know the guy that's purchasing the lot, the lake lot you know he's talking of a fairly, million and a half to two million dollar project and the other lots, due to a lot, probably due to the city requirements with lot sizes, park fees and storm water dedications, I mean these lots get fairly expensive and they are, you know there's 7 lots there and over 7 acres so they're averaged over a lot apiece. We started out with 10 lots on there and kept getting whittled down. Different requirements here and there so we've been real giving with the city I think and pliable to their demands so I guess you know the other lots I would see $450 to $600,000 dollar package I guess in answer to your question and I'll let dad have his piece here. Al Klingelhutz: As I said, I was bom and raised right across the road from this piece of property and most of this piece of property at one time was agriculture except the slopes. When we built the house my wife complained about all the trees I planted, and it was somewhere between 86 and 100 that I planted on the property and some of the ones on the bluff, there were a lot of trees there. But where we built our house it was all Dutch elm and most of them are dead. Some of them were over sized and then I planted quite a few trees in front of our house and another place where... they're going to hide the view of the lake but I love trees. One of the things I did in order to avoid any bad water to go in the lake, I left about a 3 foot strip of grass all along the lakeshore in front of our house to filter out anything that would be floating in there, so I'm... myself. I hope you, the size of the lots, they're all over sized. Some of them are triple over sized and I think it's going to really turn out to be a pretty nice project. I don't know if you have any more questions for me? Keefe: I don't have any at this time. Al Klingelhutz: I did lose 3 sugar maple trees that I planted. In two different storms. One time I lost one of them and another time I lost 2 of them. I've still got quite a few sugar maples there too. Laufenburger: No questions Al. Thomas: Me either. Al Klingelhutz: What was that? Laufenburger: No questions. Con Planning Commission Meeting -March 17, 2009 Papke: I have one brief question. The issue of the significance of the apple trees came up before. How many are there? Are they historic? Are they very old? Can you kind of hit on the importance of the apple trees? Al Klingelhutz: They're all trees I've planted since we were there and I kept them trimmed and sprayed them myself and. Mark Klingelhutz: There's 17 of them. Al Klingelhutz: One of the reasons you can see the kind of shape I'm in, I probably wouldn't even subdivide this property at this time but I've got to get rid of some of the work on it. It's been too much of a burden and we're going to tear the big shed down. So that's another area that's going to have saturate, the soil and that saturation and where it stands and it's a pretty big building. So I don't know what much else. I've pretty much agreed with everything that the city asked me to do. Papke: So is it that you would like to continue to enjoy literally the fruits of your labors here and in the coming years you want to reduce the maintenance but you still want the fruit from the trees? Al Klingelhutz: They're still pretty good sized lots to take care of... It will make it a little easier. Papke: Sure. Okay, thank you very much. That's all I have. Are you speaking for the applicant? Craig Schlichting: Yes. I just would like to mention, I'm the applicant's engineer from Plowe Engineering. Craig Schlichting and I think Alyson did a nice job of covering things and if you have any direct questions for me. Papke: Is there any more detail you can add to that drain pipe? The storm water drain pipe. There were questions about I believe the diameter and I had some questions about the placement. Can you tell us any more about that drain pipe? Craig Schlichting: Sure. Currently as you know, or as Alyson mentioned, there's no outlet to this wetland so if you were to design a 100 year back to back for that area it would indeed go over that gentleman's driveway. By adding the pipe we provide that security and just an added benefit for this pond to have an outlet. It's something obviously we want to have. In terms of the size, it's currently a 12 inch. Nothing would outflow that 12 inch pipe until anything above the 10 year storm, so street storm sewer and everything will enter the pond which will subsequently dump to a wetland. They both bounce at one time and ultimately discharge to the west and that system which is under easement. We looked at other options in putting pipes on other people's property but certainly we don't have the easements or rights to do that so this was the best situation that we could come up with. Planning Commission Meeting - March 17, 2009 Laufenburger: Mr. Chairman, I do have a question. Alyson used the words the same, the pipe that will deliver water into the blue area will also discharge it. Can you just explain that a little bit. Craig Schlichting: Let me grab you a diagram. If you look at the bottom corner where my finger's pointing. Laufenburger: Yes. Craig Schlichting: Essentially the storm sewer as shown up here is what's in the street and there's quite a bit of drop into that structure, which then discharges to the pond. There's a little line that represents the pond normal water level at the bottom. And once that water level within the pond builds up to a certain elevation, it then allows discharge to the west out a secondary pipe. The elevation of that pipe is a foot and a half or so above the normal water level of the pond. Laufenburger: So what you're saying is that the water that goes into the pond will pass over the opening to that discharge pipe. Craig Schlichting: It goes down into the structure and then off to the east. Laufenburger: Okay. So the only reason that it would go into that discharge pipe is if the water level goes up above what was it, the 901. Something like that. Craig Schlichting: It goes above the 10 year event or whatever. Laufenburger: 10 year event, okay. Craig Schlichting: Yeah. 902 or something where it's set at. Laufenburger: Okay. Okay, now I understand. Thank you. Papke: Any other questions for the engineer? If not, thank you very much. If there's someone from the public that would like to come up and comment on this project, please do so. Step up to the podium and state your name and address for the record. Kyle Tidstrom: Kyle Tidstrom. I'm the property immediately to the west of Al, and my concern was just how much grading was going to be done on the lake lot because there's been a river running between Al and mine since before I built in, we cut ground in '94 and I'm more worried about where the water drains between Lot 2, Block 1 and mine than what goes into that other drainage pond. So can anybody, where's that map? Where's that map? Yeah, right here. It's the break point. Where it breaks here. You know everything, there's a break where everything flows this way and then there's a break where stuff s going to flow this way and we've talked a lot about everything that's going to flow this way and we haven't talked anything about what's going to flow this way. If it doesn't change we're good because we watched for 2 years, and I know that this water runs right there and we bermed this so that it couldn't get straight to the 0 3 Planning Commission Meeting - March 17, 2009 lake, but if the grade changes a lot here, then it's going to change the dynamics of that so I'm more concerned about what's going this way than what's coming this way. Fauske: Chairman Papke, if I could answer his question. I certainly, I would really like to meet with you after the meeting I can show you some more detailed maps but to give you a general answer is, the lake front lot that they are creating, it's proposed as a custom graded lot which indicates that he's, the person purchasing the property will be grading the property for the building. For the home. So he's not showing any grading on that property. And the remainder of the site, they are showing the back of those, of the four lots on the west side of the proposed street would drain to that area but unfortunately at the top of my head I can't answer you specifically the area currently draining there and the area proposed but I do believe it's similar is not less. Kyle Tidstrom: Yeah, I'm not at all worried about the top floor. That's... wondering how it's going to affect... Al Klingelhutz: I'd like to ask the engineer how much some of the water that's running down past Tidstrom's and my property will be turned over to the holding pond. I would say 70% of that water is running down that way now. Will go into the holding pond. Kyle Tidstrom: I'm not quite visualizing how that can happen, putting in a 20 foot wide bituminous road. I don't know how ... run 70% more. It just stays the way it is. That's no problem... Craig Schlichting: Maybe if we could zoom in on the map I have on the table here. In terms of what's going to happen in this area, this driveway will still currently drain as it does now with the addition of the bituminous, and as Al mentioned. Kyle Tidstrom: That's the current driveway location just... asphalt. Craig Schlichting: Correct. In lieu of adding two driveways... reduce the overall impact of that, those two lots. What was coming there in the existing situation, there's quite a large lean-to or shed at the front of the property as well as all of these ... back yards of the southern 4 lots. What we are doing as a part of this 12 inch overflow pipe is there will be catch basins that semi pick up drainage in the back yards that will then connect to that same system off to the west. So that will reduce some of that flow and we've been required to reduce or meet the existing rates going down your swale, which is meeting the normal requirements of the city so. Kyle Tidstrom: What are these elevations right here? I can't see the numbers on these different things. Does this grade run this way as it does now or is the grade coming back this way? Craig Schlichting: It runs as it does. Kyle Tidstrom: It's going to run as it does now. So you're hoping that the flow from these is going to go that way. These will just stay the way it is. Planning Commission Meeting - March 17, 2009 Craig Schlichting: The design is to take the front half of the house along with the driveways and the street to the pond. So then you have the back half of the house and inbetween the houses that will swale to this swale on the west property line, some of which will be collected with the storm sewer and off to the west before getting to the lake. Undestad: And you said there will be a catch basin in that back yard? Craig Schlichting: Yeah, you can see it on this drawing, which is pretty small but that's part of that. Undestad: That will pick up a lot of that water and some of the front. Craig Schlichting: Yeah, we have to turn the corner anyway to bend that catch basin off to the west so we just put a grade or inlet on that. Keefe: So is the water runoff going to be greater or less? Craig Schlichting: Less. Keefe: It will be? Craig Schlichting: Yeah, the idea is to send it to this pond and wetland complex which we've excavated to create more storage than what's there now as well as just slow things down. Dillon: So is the concern that the neighbor had a 100 year event concern or an everyday concern? Craig Schlichting: It sounds like the concern is what's existing now that we don't exceed that because it's currently an issue for him. Kyle Tidstrom: We built where it was because we watched it for 2 �/2 years. Mike and I watched it and ... because he's traveling but before we built we allowed Lecy to go in and he took some of the silt fencing and stuff out and it just ran and silt eroded into the lake and we know exactly where that runs and it runs right on the edge of my asphalt that goes down below, but we've got it all, it's bermed. It's done. Nothing's going to get in the lake from there as long as it stays the way it is. Sounds like it's going to get less so. But it runs strong in the spring and it runs strong in the, in big rains and right now I think a lot of that, we're getting run through there Al, it comes from 101 all the way through right now and what you guys are seeing is, you're getting, with the new road design, you're going to try to route the stuff that's coming off the highway past your garden and down through that low spot to try and create... Al Klingelhutz: I'll go east the way I understand it to the holding pond. All the addition lots that are there will be ... holding pond, except your's and mine. Papke: Okay. Thank you. Those were good questions. Yes please. If you would step up to the podium. State your name and address for the record. 10 Planning Commission Meeting - March 17, 2009 Paul Rosstein: My name is Paul Rosstein. I'm a resident of Eden Prairie. 9492 Painters Ridge, Eden Prairie is my address. I am the gentleman that is considering purchasing the lakeshore lot from the Klingelhutz's in the development, and a couple of questions that I have is, when you look at Lot 3, which is this lot, and you look at all of the elevation change and my concern is what happens in this area here? I have S little children and I'd like them to you know use this lot so there will be some grading on that property. We have not submitted our plan to the city yet, but you know the grade as you see it here we are going to propose that it be altered so at least it's somewhat flat enough where if you kick a soccer ball, it doesn't run down into your driveway every time they kick it. So we are, we would propose that there would be some leveling out. Certainly it wouldn't be flat because of the dramatic change in elevation from here to here but there would be some proposed grading that we would submit. My question is, with it's severe slope here, what happens in this area here in April and May and then in those situations where we get a lot of rain? Fauske: Mr. Papke if I could answer the question. With your grading, with your building permit it's typically where you indicate what grades you're planning to achieve with your lot. Based on what you described, the slopes that they're proposing there are a little bit steeper than what's out there right now, just to kind of give you a visualization. As far as creating a flat area there, we would certainly work with you with your building permit but we would make some recommendations on minimum slopes that you may want to look at keeping through that area to make sure that the drainage continues towards Lake Susan. Certainly you know there could certainly be some times where it could, you'd have a little bit of standing water and you'd have to be cognizant of that when you're doing your final grade but we would certainly work with you to try to achieve what you'd like to. Paul Rosstein: Okay. So if I may just ask one more question. I understand that in the months of April and May when we get a lot of melt and you know the ground is saturated, that that's going to be probably a soggy area. My question is, you know it's the middle of July and we get a couple back to back pretty good rains. Is this area here going to be pretty much untouchable for a week until that dries out or will it be drained well enough, running down wherever it's going to run or pool elsewhere or am I going to, we've all been in a situation where we've seen standing water for a week or two and it smells and it's unsightly and grass doesn't grow very well and weeds tend to pop up and I haven't noticed any of that in the current condition of Al's property but my concern is once we start making all these modifications, I have some reservations about how soggy and soft that area's going to be. Papke: Sir, I think what the city engineer was indicating, and what the discussion has indicated is that you. Al Klingelhutz: I don't think it could have been too bad because I cut the grass into, every summer. Papke: The amount of water flowing towards the lake has to be. Al Klingelhutz: ...right after every rain... 11 Planning Commission Meeting - March 17, 2009 Papke: If the amount of water running towards the lake is less than or equal to what it is today, at that point it's going to be up to you. I mean what the city engineer was indicating, you know you're going to custom grade your lot. You're going to be in control of those slopes and the city is going to make recommendations for you as to how to best mitigate those, but ultimately you know you're in control. You're, you know the destiny of your lot is up to you. We can't answer what that future is going to look like until you come in with a grading plan. Kyle Tidstrom: Could I address that just for a little bit? We've got a drain tile in there that runs. Papke: Sir, if you'd stay over to the podium over there and maybe indicate on the overhead. Kyle Tidstrom: Kyle Tidstrom: There's a drain tile that comes and actually you know I think Dave and Lee worked with you. It goes across my line onto your's and that tile runs from about right here. Right down and all the way down somewhere north of my house. And there is a little area there that's wet but the grass never dies and it's probably when I look at it, A► where ... it's probably 30-40 feet wide and 80-90 feet long and I don't know if you can fill that in enough and you guys might be able to see it, to put enough fill in there but somewhere that water's going to go and it's either got to try to pick up in that tile and you know when you grade it, try to hook into that tile. I don't know. Al Klingelhutz: ...grading your property about 2 feet on the opposite side here. Kyle Tidstrom: You know I thought we were going to be going downhill into the house. Well we built the house... Papke: If you'd like to have a conversation between the two of you offline, that's fine. If you would like to address something to the commission. Kyle Tidstrom: So I guess I was just trying to address your question on that. I don't think we're ever going to be completely dry between us but I don't think it's a huge issue but. Papke: Is there anyone else from the public that would like to speak on this proposal tonight? Anybody else have anything to say? If so, step up to the podium. Going once. Going twice. Okay, with that I close the public hearing and bring it back to the commissioners for discussion. Dan, we'll start with you. Keefe: Well I don't think there's a lot to discuss here. I like the proposal. I think it works pretty well. I think it's pretty well thought out. Papke: Mark. Undestad: Yeah, I agree with Dan. I think we've covered pretty much all the concerns out here and everything seems to make sense and Alyson and the drainage was an issue but it seems to work too so, no. I think it's a good project. 12 Planning Commission Meeting - March 17, 2009 Dillon: You know I think most everything works pretty well. You know I was reading over all this stuff and I guess I did not realize the, and maybe it's we're talking about twice in a 100 year event and you're like you know very, it seems to have taken on more of a significance than maybe it should for some ... so I guess so the thing of it is, I mean new information came to light just like yesterday or today and we hadn't had a chance to process on that and it doesn't seem like the city staff's had a chance to process fully on that. While there seems to be some indications that you know the solution as proposed is workable, it's not guaranteed or iron clad or anything like that so I would be inclined to support this with the proviso that everything works out between the water flow stuff and neighbors and all that thing too. Laufenburger: I have no question. They've all been answered. Thank you. Thomas: I'm good with the project as well. Papke: Okay. It sounds like everyone has had their issues addressed and I think Kevin you bring up a good point. What I would ideally like to see the commission do is perhaps attach another condition here to the extent that the developer work with this new proposal that wasn't part of our packet to make sure that the city engineering staff you know agrees and does their calculations and make sure that we don't have any further issues, so with that I'll entertain a motion. Keefe: I'll make a motion the Chanhassen Planning Commission recommends the City Council approve a seven lot subdivision with a variance for access off a private street for the Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E.G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09 subject to conditions 1 through 45. And somebody want to make a friendly amendment or. Dillon: Plus. Keefe: Plus. You want to do plus? Dillon: I'll try to state it as succinctly as possible. Plus the city staff work with the applicant to make sure that the new proposal for drainage meets everyone's requirements. Keefe: I accept that. Papke: Is there a second? Laufenburger: Second. Papke: Is there a concern? Fauske: Chair Papke, if I may have clarification. Papke: Yes. 13 Planning Commission Meeting - March 17, 2009 Fauske: Just so staff has clear direction. On page 14 there are two conditions that I'd like to bring to the Planning Commission's attention. They'd be conditions 21 and 23. 21 reading the plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. And condition 23 about the piped EOR Does that satisfy the requirements or is the friendly amendment a better direction for staff? Papke: I guess I would prefer to see the amendment in here in addition to this because these conditions were written without the benefit of the new plan and so I'd just like to make sure that that's called out specifically. Fauske: Great. Thank you for clarification. Keefe: Amendment is accepted. Papke: Is there a second? Thomas: Second. Keefe moved, Thomas seconded that the Planning Commission recommends that the City Council approve a seven -lot, subdivision with a Variance for access off a private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09, subject to the following conditions: Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots 1 and 2, Block 1. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. 5. A three-foot clear space must be maintained around fire hydrants, and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4 Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. 14 i Planning Commission Meeting - March 17, 2009 A 30- foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Each lot must be provided with a separate sewer and water service. 12. Demolition permits must be obtained before demolishing any structures. 13. Existing home(s) affected by the new street/cul-de-sac will require address changes. 14. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 15. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in full for all new homes at the rate in force upon final plat submission and approval. 16. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. 17. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 18. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees. The survey and plan shall be submitted to the city for approval. 19. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 20. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. 21. The plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. 15 Planning Commission Meeting - March 17, 2009 22. Correct the location and elevation of the wetland emergency overflow. 23. A piped EOF is required for the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. 24. The driveway grades for Lot 3, Block 1 must be adjusted so that there is positive drainage along the entire driveway. 25. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. 26. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 27. The top and bottom of wall elevations must be shown on the plans. 28. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. The plans must be revised so that the off-site trees to the east of the development are not impacted with the retaining wall construction. 29. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. 30. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. 31. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 32. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. 33. Any excavation within the wetland cannot result in a maximum inundation greater than six (6) feet in depth. 34. The finished bottom of the wetland shall be undulating providing varying depths. 35. Side slopes shall be no greater than 5:1 on average and no greater that 3.5:1 in any location. 36. Bottom of the wetland shall have a minimum 0.8 feet of organic soil materials or otherwise hydric soils. 16 Planning Commission Meeting - March 17, 2009 37. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. 38. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. 39. Silt fence must be included down gradient of all exposed soils. 40. Inlet protection shall be required within 24 hours of setting the structures on site. 41. Erosion and sedimentation BMPs must be placed to protect the structures in Waters Edge Drive. 42. A concrete washout area needs to be shown on the plan and must comply with the NPDES permit requirements. 43. A rock construction entrance, at least 75 feet in length, must be indicated on the plan. 44. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. 45. The pond and wetland should be put into an Outlot. This will result in a further reduction of SWMP fees. That portion of Lot 1, Block 2 east of the westerly normal water level elevation for the stormwater pond shall be included in a separate Outlet to facility pond maintenance." 46. That city staff work with the applicant to make sure that the new proposal for drainage meets everyone's requirements. All voted in favor and the motion carried unanimously with a vote of 6 to 0. APPROVAL OF MINUTES: Commissioner Thomas noted the verbatim and summary minutes of the Planning Commission meeting dated March 3, 2009 as presented. COMMISSION PRESENTATIONS: None. Chairman Papke adjourned the Planning Commission meeting at 7:50 p.m. Submitted by Kate Aanenson Community Development Director Prepared by Nann Opheim 17 CITY OF CHANHASSEN PROPOSED MOTION: PC DATE: 03/17/09 ❑ CC DATE: 04/13/09 REVIEW DEADLINE: April 30, 2009 (per applicant's extension letter) CASE #:09-01 BY: AF, RG, TJ, ML, JM, JS "The Chanhassen Planning Commission recommends that the City Council approve a seven -lot subdivision with a Variance for access off a private street for Lots 1 and 2, Block 1, Apple Tree Estates, pians prepared by E. G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09, subject to conditions 1-45 of the staff report." SUMMARY OF REQUEST: The developer is requesting approval for a seven -lot Subdivision with a Variance for the use of a private street, APPLE TREE ESTATES. LOCATION: 8600 Waters Edge Drive (PH) 25-0231610) *J, APPLICANT: Plowe Engineering, Inc. Aloysius Klingelhutz v 6776 Lake Drive, Suite 110 8600 Waters Edge Drive Lino Lakes, MN 55014 Chanhassen, MN 55317 (651) 361-8231 klineelhutz3(c).msn.com craig@RLowe.com PRESENT ZONING: RSF, Single -Family Residential 2020 LAND USE PLAN: Residential - Low Density (net density range 1.2 — 4.0 units per acre) ACREAGE: 10.2 acres DENSITY: gross: 0.78 units/acre; net: 1.22 units/acre LEVEL OF CITY DISCRETION IN DECISION-MAJUNG: The City's discretion in approving or denying a preliminary plat is limited to whether or not the proposed plat meets the standards outlined in the Subdivision Regulations and Zoning Ordinance. If it meets these standards, the City must approve the preliminary plat. This is a quasi-judicial decision. The City's discretion in approving or denying a variance is limited to whether or not the proposed project meets the standards in the Subdivision Ordinance for a variance. The City has a relatively high level of discretion with a variance because the applicant is seeking a deviation from established standards. This is a quasi-judicial decision. Notice of this public hearing has been mailed to all property owners within 500 feet. SCANNED Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 13 of 16 "The Chanhassen Planning Commission recommends that the City Council approve a seven -lot, subdivision with a Variance for access off a private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, hic. and Plowe Engineering, hic., dated 01/29/09, revised 2/25/09, subject to the following conditions: 1. Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots 1 and 2, Block 1. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. 5. A three-foot clear space must be maintained around fire hydrants, and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4 Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. 8. A 30- foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Each lot must be provided with a separate sewer and water service. 12. Demolition permits must be obtained before demolishing any structures. 13. Existing home(s) affected by the new street/cul-de-sac will require address changes. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 14 of 16 14. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 15. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in fiill for all new homes at the rate in force upon final plat submission and approval. 16. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. 17. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 18. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees. The survey and plan shall be submitted to the city for approval. 19. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 20. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. 21. The plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. 22. Correct the location and elevation of the wetland emergency overflow. 23. A piped EOF is required for the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. 24. The driveway grades for Lot 3, Block 1 must be adjusted so that there is positive drainage along the entire driveway. 25. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 15 of 16 26. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 27. The top and bottom of wall elevations must be shown on the plans. 28. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. The plans must be revised so that the off-site trees to the east of the development are not impacted with the retaining wall construction. 29. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. 30. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. 31. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 32. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. 33. Any excavation within the wetland cannot result in a maximum inundation greater than six (6) feet in depth. 34. The finished bottom of the wetland shall be undulating providing varying depths. 35. Side slopes shall be no greater than 5:1 on average and no greater that 3.5:1 in any location. 36. Bottom of the wetland shall have a minimum 0.8 feet of organic soil materials or otherwise hydric soils. 37. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. 38. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. 39. Silt fence must be included down gradient of all exposed soils. Apple Tree Estates Planning Case 09-01 March 17, 2009 Page 16 of 16 40. Inlet protection shall be required within 24 hours of setting the structures on site. 41. Erosion and sedimentation BMPs must be placed to protect the structures in Waters Edge Drive. 42. A concrete washout area needs to be shown on the plan and must comply with the NPDES permit requirements. 43. A rock construction entrance, at least 75 feet in length, must be indicated on the plan. 44. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. 45. The pond and wetland should be put into an Outlot. This will result in a further reduction of SWMP fees. That portion of Lot 1, Block 2 east of the westerly normal water level elevation for the stormwater pond shall be included in a separate Outlot to facility pond maintenance." ATTACHMENTS 1. Findings of Fact and Recommendation. 2. Development Review Application. 3. Reduced Copy Preliminary Plat. 4. Reduced Copy Boundary & Topographic Survey. 5. Reduced Copy Preliminary Grading, Drainage & Erosion Control Plan. 6. Reduced Copy Preliminary Utility Plan. 7. Reduced Copy Landscape Plan. 8. Public Hearing Notice and Mailing List. g:\pladQO09 planning cases\09-01 apple tree estates\staff report apple tree estates.doc Date: February 2, 2009 City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 To: Development Plan Referral Agencies From: Planning Department Review Response Deadline: February 20, 2009 By: Robert Generous, Senior Planner Subject: APPLE TREE ESTATES — Request for an eight -lot Subdivision with Variances on property zoned RSF, Single -Family Residential, located at 8600 Waters Edge Drive. Applicant: Plowe Engineering, Inc. Owner: Aloysius Klingelhutz Planning Case: 09-01 PID: 25-0231610 The above described application for approval of a land development proposal was filed with the Chanhassen Planning Department on January 30, 2009. The 60 -day review period ends March 31, 2009. In order for us to provide a complete analysis of issues for Planning Commission and City Council review, we would appreciate your comments and recommendations concerning the impact of this proposal on traffic circulation, existing and proposed future utility services, storm water drainage, and the need for acquiring public lands or easements for park sites, street extensions or improvements, and utilities. Where specific needs or problems exist, we would like to have a written report to this effect from the agency concerned so that we can make a recommendation to the Planning Commission and City Council. This application is scheduled for consideration by the Chanhassen Planning Commission on March 3, 2009 at 7:00 p.m. in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your comments by no later than February 20, 2009. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official E Water Resources Coordinator g. Forester 2. Carver Soil & Water Conservation District 3. MN Dept. of Transportation 4. MN Dept. of Natural Resources 5. U.S. Army Corps of Engineers 6. U.S. Fish & Wildlife 7. Carver County a. Engineer b. Environmental Services 8. Watershed District Engineer a. Riley -Purgatory -Bluff Creek b. Lower Minnesota River c. Minnehaha Creek 9. Telephone Company (Qwest) 10. Electric Company (MN Valley) 11. Mediacom 12. CenterPoint Energy Minnegasco SCANNED Location Map (Subject Property Highlighted in Yellow) Apple Tree Estates 8600 Waters Edge Drive Planning Case 2009-01 SCANNED Alyson/Tedfv/.Till: Apple Tree Estates submitted final plat documents for review and approval at the June 8, April 14, 2009 2009 City Council Meeting. Please review the attached plans and return comments to Bob no later than Wednesday, May 27`s. Jill — Please return your plan set to Bob when finished. 6 Mr. Neil Klingelhutz 9731 Meadowlark Lane C�1 Chanhassen, MN 55317 Re: Apple Tree Estates, Planning Case #09-01 Dear Mr. Klingelhutz: This letter is to confirm that on April 13, 2009, the Chanhassen City Council approved the following: A seven -lot subdivision (preliminary plat) with a Variance for access off a private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09, subject to the following conditions: 1. Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots 1 and 2, Block 1. 3. Contact Chanhassen Fire Marshal for enact locations and numbering requirements. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. 5. A three-foot clear space must be maintained around fire hydrants, and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4. Mr. Neil Klingelhutz April 14, 2009 Page 2 of 5 7. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. 8. A 30 -foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Each lot must be provided with a separate sewer and water service. 12. Demolition permits must be obtained before demolishing any structures. 13. Existing home(s) affected by the new street/cul-de-sac will require address changes. 14. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 15. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in full for all new homes at the rate in force upon final plat submission and approval. 16. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. 17. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 18. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect the trees. The survey and plan shall be submitted to the city for approval. Mr. Neil Klingelhutz April 14, 2009 Page 3 of 5 19. The building permit survey for Lot 2, Block 1 shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 20. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce. 21. The plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. 22. Correct the location and elevation of the wetland emergency overflow. 23. A piped EOF is required for the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. 24. The driveway grades for Lot 3, Block 1 must be adjusted so that there is positive drainage along the entire driveway. 25. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. 26. The developer must submit a plan showing how access to the existing home on Lot 1, Block 1 and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 27. The top and bottom of wall elevations must be shown on the plans. 28. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. The plans must be revised so that the off-site trees to the east of the development are not impacted with the retaining wall construction. 29. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. 30. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. Mr. Neil Klingelhutz April 14, 2009 Page 4 of 5 31. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 32. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. Any excavation within the wetland cannot result in a maximum inundation greater than six (6) feet in depth. 34. The finished bottom of the wetland shall be undulating providing varying depths. /30 Sq« / 35. Side slopes shall be no greater than 5:1 on average and no greater that 3.5:1 in any location. AM�ES 101 k.�/C;J1OWAP1 . Bottom of the wetland shall have a minimum 0.8 feet of organic soil materials or otherwise hydric soils. SvKk 37. A vegetation establishment plan must be developed and implemented for the wetland and the Afnrl;�' buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. Sri« 38. Sequencing of erosion control measures need to be incorporated into the plan. This includes Alfuc) placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. sc", .+ 39. Silt fence must be included down gradient of all exposed soils. J%ou.-' 40. Inlet protection shall be required within 24 hours of setting the structures on site. Nwo) 41. Erosion and sedimentation BMPs must be placed to protect the structures in Waters Edge Drive. StUuJ 42. A concrete washout area needs to be shown on the plan and must comply with the NPDES permit requirements. $ *-Q 43. A rock construction entrance, at least 75 feet in length, must be indicated on the plan. p 44. An NPDES Permit will be required for the project. This must be obtained prior to Fd� commencement of any earth disturbing activities. Mr. Neil Klingelhutz April 14, 2009 Page 5 of 5 45. The pond and wetland should be put into an Outlot. This will result in a further reduction of SOW.) SWMP fees. That portion of Lot 1, Block 2 east of the westerly normal water level elevation for the stormwater pond shall be included in a separate Outlot to facility pond maintenance. 46. City staff shall work with the applicant to make sure that the new proposal for drainage meets the City of Chanhassen Engineering Department's requirements including: a. The 100 -year storm event must be stored onsite. This requirement presents a challenge because of the elevation of the culvert under the neighbor's driveway to the wetland. b. The peak elevation noted for the back-to-back 100 -year storms is higher than the driveway to the east. c. The exfiltration assumption used in the model must be verified. d. The discharge pipe must meet the minimum pipe slope requirement. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please feel free to contact me at (952) 227-1131 or bgenerous@ci.chanhassen.mn.us. Sincerely, Robert Generous, AICP Senior Planner ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator c: Craig Schlichting, Plowe Engineering, Inc. Aloysius Klingelhutz Enclosure gAplan\2009 planning casesV09-01 apple tree estates\appmval letter preliminary.doc April 14, 2009 Mr. Neil Klingelhutz 9731 Meadowlark Lane Chanhassen, MN 55317 Alvson/Terry/Jill: Apple Tree Estates submitted final plat documents for review and approval at the June 8, 2009 City Council Meeting. Please review the attached plans and return comments to Bob no later than Wednesday, May 27th. Jill — Please return your plan set to Bob when finished. Re: Apple Tree Estates, Planning Case #09-01 Dear Mr. Klingelhutz: This letter is to confirm that on April 13, 2009, the Chanhassen City Council approved the following: A seven -lot subdivision (preliminary plat) with a Variance for access off a private street for Lots 1 and 2, Block 1, Apple Tree Estates, plans prepared by E. G. Rud & Sons, Inc. and Plowe Engineering, Inc., dated 01/29/09, revised 2/25/09, subject to the following conditions: 1. Additional six-inch address numbers will be required at the entrance to the driveway of Lots 1 and 2, Block 1, where it comes off the cul -du -sac. 2. Additional six-inch address numbers will be required at the driveway where it splits between Lots 1 and 2, Block 1. 3. Contact Chanhassen Fire Marshal for exact locations and numbering requirements. 4. No burning permits will be issued for trees to be removed. Trees and scrubs must be removed from site or chipped. 5. A three-foot clear space must be maintained around fire hydrants, and nothing be placed in front of the outlets to hinder firefighting operations. MN Fire Code Sec. 508.5.4. 6. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during time of construction except when approved alternate methods of protection are provided. MN Fire Code Sec. 501.4. Mr. Neil Klingelhutz April 14, 2009 Page 2 of 5 7. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of an approved size, weather resistant and be maintained until replaced by permanent signs. MN Fire Code Sec.505.2. 8. A 30 -foot wide private easement, cross -access and maintenance agreement must be submitted for the private street. 9. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 10. Retaining walls over four feet high require a building permit and must be designed by an Engineer registered in the State of Minnesota. 11. Each lot must be provided with a separate sewer and water service. 12. Demolition permits must be obtained before demolishing any structures. 13. Existing home(s).affected by the new street/cul-de-sac will require address changes. 14. The existing shed on proposed Lots 4, 5 and 6, Block 1, Apple Tree Estates must be removed concurrently with the installation of the street improvements. 15. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in full for all new homes at the rate in force upon final plat submission and approval. 16. Applicant shall remove Colorado spruce from the planting list and transfer the quantity to other evergreens in the Plant Schedule or add a third evergreen species. A revised planting list shall be submitted to the city. s.� U 4 P(�� 17. All trees proposed to be preserved shall be protected by tree preservation fencing. Fencing shall be installed prior to site development or grading and excavation for homes on each lot. Any trees shown as preserved on plans dated 1/15/09 and revised 2/25/09 must be replaced at a rate of 2:1 diameter inches if removed. 54ttj 18. The applicant shall locate the existing row of trees along the east side of Apple Tree Lane north of Lot 1, Block 2 relative to the proposed retaining wall and develop a plan to protect th trees. The survey and plan shall be submitted to the city for approval. 6+rs a. Mr. Neil Klingelhutz April 14, 2009 Page 3 of 5 19. The building permit survey for Lot 2, Block I shall include the tree survey for the lot. Any additional tree removal on the lot greater than what is shown on subdivision plans datedl/15/09, revised 2/25/09, will need prior approval from the city and additional plantings may be required. 4+4 AJ?45 20. The applicant shall revise the landscape plan to show river birch and balsam fir or black spruce near the wetland rather than red oak and white spruce.u� ws, 21. The plans and hydrology calculations must be revised so that the pond will hold back-to-back 100 -year storms. 22. Correct the location and elevation of the wetland emergency overflow. 23. A piped EOF is required for the wetland. The developer's engineer shall examine possible locations for this connection and work with and obtain the necessary permission from the property owner/agency. 24. The driveway grades for Lot 3, Block 1 must be adjusted so that there is positive drainage along the entire driveway. 25. A building permit for Lot 2, Block 1 may be issued prior to installation of the public street and utilities. A final Certificate of Occupancy will not be granted until the public utilities are in and the first lift of asphalt has been installed on the street. 26. The developer must submit a plan showing how access to the existing home on Lot 1, Block I and the proposed home on Lot 2, Block 1, will be maintained throughout construction. 27. The top and bottom of wall elevations must be shown on the plans. 28. The plan must show the existing trees on the property to the east of the development, adjacent to the proposed retaining wall. The plans must be revised so that the off-site trees to the east of the development are not impacted with the retaining wall construction. 29. The developer is required to obtain the appropriate permits from MnDOT to construct the local street connection. 30. The developer must notify the affected property owners a minimum of seven days before mobilizing to complete the sanitary sewer connection. Mr. Neil Mingelhutz April 14, 2009 Page 4 of 5 31. A security will be collected with the final plat to ensure that the disturbed area will be restored to the current condition. 32. The storm sewer between the public street and the pond must be shifted to either the north or south property line of Lot 1, Block 2 to eliminate the drainage and utility easement through the property. 33. Any excavation within the wetland cannot result in a maximum inundation greater than six (6) feet in depth. 34. The finished bottom of the wetland shall be undulating providing varying depths. 35. Side slopes shall be no greater than 5:1 on average and no greater that 3.5:1 in any location. 36. Bottom of the wetland shall have a minimum 0.8 feet of organic soil materials or otherwise hydric soils. 37. A vegetation establishment plan must be developed and implemented for the wetland and the buffer area. In the event that no excavation occurs within the wetland, a vegetation management plan need only be developed and implemented for the buffer area. 38. Sequencing of erosion control measures need to be incorporated into the plan. This includes placement of perimeter controls prior to earth disturbing activities and excavation of the pond during the initial grading activities to be used as a temporary basin. 39. Silt fence must be included down gradient of all exposed soils. 40. Inlet protection shall be required within 24 hours of setting the structures on site. 41. Erosion and sedimentation BMPs must be placed to protect the structures in Waters Edge Drive. 42. A concrete washout area needs to be shown on the plan and must comply with the NPDES pemut requirements. 43. A rock construction entrance, at least 75 feet in length, must be indicated on the plan. 44. An NPDES Permit will be required for the project. This must be obtained prior to commencement of any earth disturbing activities. Mr. Neil Klingelhutz April 14, 2009 Page 5 of 5 45. The pond and wetland should be put into an Outlot. This will result in a further reduction of SWMP fees. That portion of Lot 1, Block 2 east of the westerly normal water level elevation for the stormwater pond shall be included in a separate Outlot to facility pond maintenance. 46. City staff shall work with the applicant to make sure that the new proposal for drainage meets the City of Chanhassen Engineering Department's requirements including: a. The 100 -year storm event must be stored onsite. This requirement presents a challenge because of the elevation of the culvert under the neighbor's driveway to the wetland. b. The peak elevation noted for the back-to-back 100 -year storms is higher than the driveway to the east. c. The exfiltration assumption used in the model must be verified. d. The discharge pipe must meet the minimum pipe slope requirement. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please feel free to contact me at (952) 227-1131 or bgenerous@ci.chanhassen.mn.us. Sincerely, Robert Generous, AICP Senior Planner ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator c: Craig Schlichting, Plowe Engineering, Inc. Aloysius Klingelhutz Enclosure gAplan\2009 planning cases\09-01 apple tree estates%approval letter preliminaryAm MEMORANDUM TO: Robert Generous, Senior Planner FROM: Jerritt Mohn, Building Official DATE: February 5, 2009 SUBJ: Site Plan review for: Apple Tree Estates Planning Case: 09-01 I have reviewed the plans for the above development and have the following conditions: 1. Final grading plans and soil reports must be submitted to the Inspections Division before building permits will be issued. 2. Engineered design and building permits required for retaining walls exceeding four feet in height. 3. Each lot must be provided with a separate sewer and water service. 4. Demolition permits must be obtained before demolishing any structures. 5. Existing home(s) affected by new street/cul-de-sac will require address changes. G:\PLAN\2009 Planning Cases\09-0I Apple Tree Estatm\buildingofficialcomments.doc CITY OF CBANBASSEN 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 Administration Phone: 952.227.1100 Fax: 952.227.1110 Building Inspections Phone: 952.227.1180 Fax: 952.227.1190 Engineering Phone 952.227.1160 Fax: 952.227.1170 Finance Phone: 952.227.1140 Fax: 952.227.1110 Park & Recreation Phone: 952.227.1120 Fax: 952.227.1110 Recreation Corder 2310 Niter Boulevard Phase: 952.227.1400 Fax: 952.227.1404 Planning & Nahrral Resources Phone: 952.227.1130 Fax: 952.227.1110 Public Works 1591 Park Road Phone: 952.227.1300 Fax: 952.227.1310 Senior Center Phone: 952.227 1125 Fax: 952.227.1110 Web Site www uchanhamn,mn.us MEMORANDUM TO: Robert Generous, Senior Planner FROM: Todd Hoffman, Park & Recreation Director X DATE: February 23, 2009 SUBJ: Apple Tree Estates - Request for an eight -lot Subdivision with Variances on property zoned RSF, Single -Family Residential, located at 8600 Waters Edge Drive. Applicant: Plowe Engineering, Inc. Owner: Aloysius Klingelhutz PARKS This property is located within the neighborhood park service area for Chanhassen Hills Park. Future residents of Apple Tree Estates are afforded access to the park via the Waters Edge Drive pedestrian trail that connects to neighborhood streets in the Chanhassen Hills subdivision. Chanhassen Hills Park is 7.7 acres in size and features a playground, picnic area, sand volleyball, trails, skating rink, basketball court, and a ballfield. Off-street parking is available at the park. The playground was updated and expanded within the past few years. No additional parkland acquisition is being recommended as a condition of this subdivision. The subject site has direct access to the Waters Edge Drive pedestrian trail. No additional trail construction is being recommended as a condition of this subdivision. RECOMMENDATION It is recommended that full park fees in lieu of parkland dedication and/or trail construction be collected as a condition of approval for Apple Tree Estates. The park fees shall be collected in full for all new homes at the rate in force upon final plat submission and approval. ATTACHMENTS 1. Park and Trail Map g:\plan\2009 planning cases\09-01 apple tree estates\park comments memo.doc Chanhassen is a Community for life - Providing for Today and Planning torTomorrae Riley Purgatory Bluff Creek Watershed District www.rileyvvd.org March 4, 2009 Robert Generous, Senior Planner City of Chanhassen 7700 Market Boulevard Chanhassen, MN 55317 Subject: Apple Tree Estates Planning Case 09-01 Dear Mr. Generous: Board of Managers Michael Casanova Howard Peterson Kristine Sundberg Kenneth Wend RECEIVED MAR 9 - 2009 CITY OF CHANHASSEN The Board of Managers of the Riley -Purgatory -Bluff Creek Watershed District has reviewed the plans you provided for the Apple Tree Estates. The City provided the project information to the District to solicit comments and recommendations concerning the impact of the project on storm water drainage, among other items. The project will result in the creation of 0.8 acres of impervious surface. The storm water drainage from most of the area will flow to the newly constructed bio -retention basin or the existing wetland. We reviewed the information provided and offer the following comments and questions: 1. Provide clarification as to the nature of the requested variance. 2. What is the receiving body of water for the storm sewer overflow for the bio - retention pond? 3. Show the flow path for the water leaving the bio -retention basin though the outlet structure. 4. Clarify what construction/activity is to occur in the wetland. 5. Clarify why the west side of the wetland buffer is located inside the wetland boundary. Note that the city of Chanhassen is the LGU for WCA administration. 6. Detail the changes that will occur in the hydrograph of water entering Lake Susan as a result of the proposed construction. If you have any questions, please contact me at 651-365-8542 Sincerely, CH2M HILL Engineers for the District Mark B. Enochs Vice President, Program Manager Engineer - CH2M HILL, 1295 Northland Drive, Suite 200, Mendota Heights, MN 55120 tel 651 688-8100 Coordinator- Krebsbach and Haik, 100 South Fifth Street. 19th Floor, Minneapolis, MN 55402 tel 612 333-7400 Approved by the Board of Managers RILEY PURGATORY BLUFF CREEK WATERSHED DISTRICT n i P President c: Board of Managers Aft MEMORANDUM L TO: A yson Fauske, Assistant City Engineer Todd Hoffman, Parks and Recreation Director Terry Jeffery Mark Littfin, Fire Marshal FROM: Bob Generous, Senior DATE: November 20, 2008 SUBJ: Administrative Plan Review 8600 Waters Edge Drive A submittal for an administrative plan review was submitted to the Planning Department on November 18, 2008. In order for us to complete this review so that the applicant may submit a development review application, we need your input. Please review the sketch to determine any obvious problems. Any additions, deletions, or modifications to the plans to meet requirements or recommendations of your department should be brought to our attention. The object of the review is to make the developer aware of any issues or concerns prior to the creation of the preliminary plat documents. V We would appreciate your comments by December 1, 2008. Your cooperation is greatly appreciated. Attachment: Sketch Pl' an } 'ate.., l w, �a a x �v0 i • +Iuvu�. Road. CV0.�.�a..`^-�-c. �e�.,�.it,c c�) MEMORANDUM TO: Alyson Fauske, Assistant City Engineer Todd Hoffman, Parks and Recreation Director Terry Jeffery Mark Littfin, Fire Marshal FROM: Bob Generous, Senior DATE: November 20, 2008 SUBJ: Administrative Plan Review 8600 Waters Edge Drive A submittal for an administrative plan review was submitted to the Planning Department on November 18, 2008. In order for us to complete this review so that the applicant may submit a development review application, we need your input. Please review the sketch to determine any obvious problems. Any additions, deletions, or modifications to the plans to meet requirements or recommendations of your department should be brought to our attention. The object of the review is to make the developer aware of any issues or concerns prior to the creation of the preliminary plat documents. We would appreciate your comments by December 1, 2008. Your cooperation is greatly appreciated. Attachment: Sketch Plan n v MEMORANDUM TO: Alyson Fauske, Assistant City Engineer Todd Hoffman, Parks and Recreation Director Terry Jeffery Mark Littfin, Fire Marshal FROM: Bob Generous, Senior DATE: November 20, 2008 SUBJ: Administrative Plan Review 8600 Waters Edge Drive A submittal for an administrative plan review was submitted to the Planning Department on November 18, 2008. In order for us to complete this review so that the applicant may submit a development review application, we need your input. Please review the sketch to determine any obvious problems. Any additions, deletions, or modifications to the plans to meet requirements or recommendations of your department should be brought to our attention. The object of the review is to make the developer aware of any issues or concerns prior to the creation of the preliminary plat documents. We would appreciate your comments by December 1, 2008. Your cooperation is greatly appreciated. Attachment: Sketch Plan 3 i N< c i XA M89£,0-Y •60S ..... Mph£, WeOON •S43YA 3pZ�� 1o.00s r ! (wa 7Z _ i-- -- 153.82 'v v r C4/i ----- _ -=- --- - - - - - - - - - l 0>0 01 ;0 0o . i O N m0 �• L''ti� O�f� t�i� D L — WN m r s------------------------- �i O : L=91.73 00MZ mZ m� _ >Z < v Z n A=96 11,5?" -� -� o� N A U CB=S74'12'13�'yy ,�� w �� \gym Ao Jo o - 1 •�/�j/� (7 (� �` n .} 7, i �](� C� w C7 <�7 Cr z m z n z o z .`V/�`p�7 ® �L�.79.6%L -9 ��Ia X9.1- �.`. (i- �.�.. K.Z7 N7J M. NA.N� (� I 4 I I - - - - - - - - - - - - Cd 4�1 ----------------- J9 --E, 84± r GENT ro 9 5 1 �A , L . . 09 r -14 A A) Z9 6,6i:zl 0 Z L z f It 13 -4 Al Li J, UJ -4t 31 UJ I %.J ry ce Cl) < C) < co co CN to C) N lQ0000t: 00 CIA 261.87) C -x 4� NOO*01 w elm C4 m Lu LLJ C7, Lo Lo CN Li w ui U) cn (n Z Ll 0 T Z D I I - - - - - - - - - - - - Cd 4�1 ----------------- J9 --E, 84± r GENT ro 9 5 1 �A , L . . 09 r -14 A A) Z9 6,6i:zl 0 Z L z f It 13 -4 Al Li J, UJ -4t 31 UJ I %.J ry ce Cl) < C) < co co CN to C) N lQ0000t: 00 CIA 261.87) C -x 4� NOO*01 w elm C4 m CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 01/30/2009 4:13 PM Receipt No. 0092126 CLERK: katie PAYEE: AL & MJ KLINGELHUTZ 8600 WATERS EDGE DRIVE CHANHASSEN MN 55317 Planning Case 09-01 ------------------------------------------------------- Use & Variance 920.00 Sign Rent 200.00 Recording Fees 450.00 Total 1,570.00 Cash 0.00 Check 3333 700.00 Check 3334 870.00 Change 0.00 •CANNED APPLE TREE ESTATES - PLANNING CASE 09-01 $720 Subdivision ($600 + $15 per lot) $200 Variance $200 Notification Sign $450 Recording Escrow Subdivision $1,570 TOTAL $700 Check 3333 from Al Klingelhutz $870 Check 3334 from Al Klingelhutz $0 BALANCE DUE SCANNED CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 03/31/2009 12:25 PM Receipt No. 0096909 CLERK: bethany PAYEE: AL & MJ KLINGELHUTZ 8600 WATERS EDGE DRIVE CHANHASSEN MN 55317 ?)aviKtv'1 Cam* 69 -al ------------------------------------------------------- GIS List 159.00 Total Cash Check 3526 Change 159.00 0.00 159.00 0.00 c SCANNED City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 00F (952) 227-1100 To: Plowe Engineering, Inc. Attn: Craig Schlichting 6776 Lake Drive, Suite 110 Lino Lakes, MN 55014 Invoice SALESPERSON DATE TERMS KTM 2/19/09 upon receipt NOTE: This invoice is in accordance with the Development Review Application submitted to the City by the Addressee shown above (copy attached) and must be paid prior to the public hearing scheduled for March 3, 2009. Make all checks payable to: City of Chanhassen Please write the following code on your check: Planning Case #09-01. If you have any questions concerning this invoice, call: (952)-227-1107. THANK YOU FOR YOUR BUSINESS! Affidavit of Publication CITY Southwest Newspapers OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING State of Minnesota) PLANNING CASE NO. 09-01 NOTICE IS HEREBY GNFF��NN that the Chanhassen Plannthg )SS. Commission will hold a public County of Carver ) hearing on Tuesday, March 17, 2009, at7:00p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is to consider a request for Laurie A. Hartmann, being duly sworn, on oath says that she is the publisher or the authorized a seven -lot Subdivision with agent of the publisher of the newspapers known as the Chaska Herald and the Chanhassen Vil- Variances on property zoned RSF, lager and has full knowledge of the facts herein stated as follows: Single -Family Residential, located at 86M Waters Edge Drive - APPLE TREE ESTATES. Applicant: Plowe (A) These newspapers have complied with the requirements constituting qualification as a legal Engineering, Inc. Owner: Aloysius newspaper, as provided by Minnesota Statute 331 A.02, 331 A.07, and other applicable laws, as lUingelhutz. amended A plan showing the location of the proposal is available for public (B) The printed public notice that is attached to this Affidavit and identified as No. / % review on the City's web site at was published on the date or dates and in the newspaper stated in the attached Notice and said www. rishanIt ssen mn r i Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of elan/09-01 ht or at City Hall hours. All the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both =ledbusiness interested persons are invited to inclusive, and is hereby acknowledged as being the kind and size of type used in the composition attend this public hearing and and publication of the Notice: express their opinions with respect to this proposal. abedefghijkhnnopgrstuvwxyz Robert Generous, Senior Planner Email: ' mn.us bgenerous@cPhone: 952-2 Phone: 9anhassen (Published in the Chanhassen Laurie A. Hartmann VillageronThursday, March5,2009; No. 4179) Subscribed and sworn before me on thisday of '2009 JYMME J. BARK NOTARY PUBLIC - MINNESOTA My Commission Expires 01/31/2013 Noll #iblic RATE INFORMATION Lowest classified rate paid by commercial users for comparable space.... $31.20 per column inch Maximum rate allowed by law for the above matter ................................. $31.20 per column inch Rate actually charged for the above matter .............................................. $12.43 per column inch SCANNED CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 05/06/2009 9:08 AM Receipt No. 0099452 CLERK: katie PAYEE: Plowe Engineering, Inc Apple Tree Estates 09-01 ------------------------------------------------------- Use & Variance 250.00 Total Cash Check 10101 Change 250.00 0.00 250.00 0.00 SCANNED PLEASE PRINT CITY OF CHANHASSEN 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 227-1100 DEVELOPMENT REVIEW APPLICATION Applicant Name and Address: Plowe Engineering Inc. 6776 Lake Drive Ste 110 Lino Lakes, MN 55014 Contact: Craig Schlichting Phone: (651) 361-8231 Fax: (651) 361-8701 Email: craig(a)Plowe.com Planning Case No. 09—o( ;ITV OF CHANHASSEN RECEIVED JAN 1 6 2009 ::HANHASSEN PLANNING DE':' r Name and Address: Aloysius Klingelhutz 8600 Edgewater Drive Chanhassen MN 55317 Contact: Neil Klingelhutz Phone: (612) 685-5580 Fax: (952) 445-0132 Email: klingelhutz3(a-)msn.com NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development" Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)" X Subdivision' (� ')_ IU Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) Variance (VAR) Zi° Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment X Notification Sign — $200 (City to install and remove) 't `ha X Escrow for Filing Fees/Attorney Cost" - $50 CUP/SPRNACNAR/WAP/Metes & Bounds - $450 Minor SUB TOTAL FEE $_4W 1 577 0 An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. *Sixteen (16) full-size folded copies of the plans must be submitted, including an 8%" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*.tif) format. **Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. PROJECT NAME: Apple Tree Estates LOCATION: 8600 Waters Edge Drive LEGAL DESCRIPTION AND PID: (see survey for full description) PID = 250231610 TOTAL ACREAGE: 7.4 acres WETLANDS PRESENT: X YES NO PRESENT ZONING: RSF (Single Family Residential) REQUESTED ZONING: RSF (Single Family Residential) PRESENT LAND USE DESIGNATION: Residential REQUESTED LAND USE DESIGNATION: Residential REASON FOR REQUEST: To subdivide property into 7 single-family lots FOR SITE PLAN REVIEW: Include number of existing employees: and new employees: This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should confer with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or 1 am the authorized person to make this application and the fee owner has also signed this application. will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. Signature o pplicant Date Signature of Fee Owner Date S:\p1owe\cad\08pro11081227 KLINGELHUTZ CHANHASSEN\081227 Project\Development Review Application.DOC Rev. 1/08 AI and Mary Jane Klingelhutz Neil Klingelhutz 8600 Waters Edge Drive Chanhassen, MN 55317 February 24, 2009 Bob Generous City Staff City of Chanhassen Re: Apple Tree Estates Dear Bob/City Staff: We have submitted plans for your review of Apple Tree Estates. Consequently, you have sent out notice of a public hearing for the March 3 Planning Commission meeting. However, we are in the process of changing the plans and will have the revised ones to your office by February 26, 2009. Therefore, we are requesting a 30 -day extension of your 60 day review process. We hope to have the public hearing at your March 17, 2009 Planning Commission meeting. 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(Section 18-61 of Plowe Engineering, Inc. 7700 Markel Boulevard 6776 Lake Drive, Suite 110 PBoz 147 Chanhassen, MN 55317 Lino Lakes, MN 55014 Re: Apple Tree Estates — Planning Case 2009-01 Administration Lot calculations for each lot. (Section 18-40 of the Chanhassen City Code.) Phone: 952.227.1100 Dear Mr. Schlichting: Fax: 952.227.1110 Planning & City staff has reviewed the documents which were submitted for the above - Building Inspections Phone: 952.227.1180 referenced project. Based on this review, the submittal is incomplete and cannot Fax: 952.227.1190 be scheduled for public review. The following information needs to be submitted 5. before we can initiate the City review process: Engineering Phone: 952.227.1160 1. The development review application fee is $1,570, not $700. Subdivision fee Fax: 952.227.1170 is $720 ($600 plus $15 per lot). Variance fee is $200. Notification sign fee is 1591 Park Road $200. Escrow for attorney costs is $450. Finance Phone: 952.227.1300 Phone: 952.227.1140 Fax; 952.227.1110 2. Tree preservation and removal calculations must be submitted. Provide tree Hard surface coverage calculations shall be provided for each lot. (Section removal calculations based on existing conditions and preliminary grading Park & Reaction plan. The calculations should include the estimated tree removal for the house Phone: 952.227.1120 and drive on Lots 1 of 2. (Section 18-61 of the Chanhassen City Code.) Fax:952.227.1110 Fax:952227.1110 Recreation Cader 3. A landscape plan must be submitted with the application. (Section 18-61 of 2310 Coulter Boulevard the Chanhassen City Code.) Phone: 952.227.1400 Fax: 952.227.1404 4. Lot calculations for each lot. (Section 18-40 of the Chanhassen City Code.) Verify the upland area of Lot 2, Block 2 meets the minimum lot area, Planning & exclusive of the wetland. Natural Resources Phone: 952.227.1130 Fax:952.227.1110 5. Lot 2, Block 2, does not meet the minimum wetland setback, which is 46.5 feet (30 -foot wetland buffer setback and 16.5 -foot buffer). (Section 20-411 of Public Works the Chanhassen City Code.) Lots 1 and 2, Block 2, should be combined as 1591 Park Road one lot. The wetland should be included in a separate outlot. Phone: 952.227.1300 Fax:952.227.1310 6. Hard surface coverage calculations shall be provided for each lot. (Section Sella Cew 18-60 of the Chanhassen City Code.) Phone: 952.227.1125 Fax:952227.1110 7. Lot and Block numbers shall be consistent across plan sheets. Web Site www.ci.chanhassen.mn.us Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow SCANNED Mr. Craig Schlichting January 21, 2009 Page 2 8. There is inadequate separation between the HWL and the lowest floor elevations of Lots 3,4 and 5 (See Section 19-144 (2), minimum 3 feet separation required). 9. The proposed design includes sediment and bioretention basins that are perched above the home to the west. Staff is concerned about property damage to the home if the slopes of either basin were to fail during a large event. 10. The piped outlet from the bioretention basin should be extended to the OHWL of Lake Susan. 11. The EOF of the bioretention basin should be moved so that it will not directly discharge onto the neighbor's property. 12. The wetland boundary as identified in the Kjohaug report needs to be verified. This will be done when conditions are suitable. 13. A significant portion of the contributing watershed to the wetland is being redirected to Lake Susan. Secondary impacts must be mitigated under WCA as well. 14. It is unclear where the wetland discharges to. This will need to be clarified and it must be shown that this will not result in downstream impacts. Once you have submitted the required information, we will schedule this item for Planning Commission review. If you have any questions or need additional information, please contact me at (952) 227-1131. Sincerely, Robert Generous, AICP Senior Planner c: Aloysius Klingelhutz Neil Klingelhutz ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Tent' Jeffery, Water Resources Coordinator 9:\plan\2009 planning eases\09-01 apple tree estates\incoanplete letter.doc SCANNED 1 � I. I� / � �!' `6. /pry ... . • '� .. ' ` 41' ,� :': 1 " dlrM1j 1.74 vois 43 •ir ..1 NE4 20.342 p.. R n ; ..,. "{i.'. r-4 I law ' `• I `�' 1'' 48 Z1.97)p. i q $". y I T X16 a. _ 1 .� •� I b .�IYT�1 �w"."o ". .' i-� ISI "il.'. ,1 a 9u�'•� Dial= =._.1 .'� I .. •�`Y.l / � ' JOB NO. 08-1227 DATE January 30 2009 TO: City of Chanhassen RE: Apple Tree Estates ❑ Shop Drawings x❑ Attached ❑ Prints ❑ Specifications 1• 16 1 1/29/2009 ❑ Plans ❑ samples Preliminary plat ❑ Copy of letter ❑ Change order 16 1 1/29/2009 1 1 Boundary and topographic survey ENGINEERING, INC. 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 651-361-8210 651-361-8701 fax www.plowe.com ❑ Under separate covet visa ❑ Other 16 1/29/2009 Civil plans C1-105 16 Tree canopy aerial 2 1/29/2009 Stormwater drainage report 1 1/29/2009 Response letter 1 8-1/2" x 11" copies of full size plans 1 CD (with .Tiff files) THESE TRANSMISSIONS ARE ❑ For your approval For your review and comments ❑ Corrections needed ❑ Submit _ copies for distribution ❑ For your use ❑ Approved as submitted ❑ For your information and life ❑ Return corrected prints ❑ As per your request ❑ Approved as noted ❑ Other ❑ FOR BIDS DUE: ❑ PRINTS RETURNED AFTER LOAN TO US COPY TO: Neal Klingelhutz I SIGNATURE: Adam Ginkel IF ENCLOSURES ARE NOT AS DESCRIBED, PLEASE NOTIFY US IMMEDIATELY. $CANNED January 29, 2009 Robert Generous City of Chanhassen 7700 Market Blvd Chanhassen, MN 55317 RE: Apple Tree Estates (Proj. 08-1227) Dear Mr. Generous: PLOWE ENGINEERING, INC. 6776 Lake Drive, Suite 110 Lino Lakes, Minnesota 55014 Office 651 361-8210 Fax (651) 361-8701 Tr c� "'-"- RECEIVED JAN 3 0 2009 .:HANHASSPN PLANNING DFP' We have received your letter dated January 21, 2009 and offer the following responses: The development review application fee is $1,570, not $700. Subdivision fee is $720 ($600 plus $15 per lot). Variance fee is $200. Notification sign fee is $200. Escrow for attorney costs is $450. The developer will provide the additional fees as required with this re -submittal. 2. Tree preservation and removal calculations must be submitted. Provide tree removal calculations based on existing conditions and preliminary grading plan. The calculations should include the estimated tree removal for the house and drive on Lots 1 of 2. (Section 18-61 of the Chanhassen City Code.) The boundary and topographic survey shows existing tree information. Sheet C5 (landscape) has been added which shows both existing and proposed tree canopy coverage and indicates those trees which are to be removed. (Trees anticipated to be removed for house construction on Lot 2 and driveway construction for Lots 1 and 2 are shown.) 3. A landscape plan must be submitted with the application. (Section 18-61 of the Chanhassen City Code) Sheet C5 (landscape) is included with this submittal. 4. Lot calculations for each lot. (Section 18-40 of the Chanhassen City Code.) Verify the upland area of Lot 2, Block 2 meets the minimum lot area, exclusive of the wetland. Lot information is included on Sheet Cl. Note that the calculation for Lot 2 Block 2 excludes the wetland area for computation of total lot area. SCANNED 5. Lot 2, Block 2, does not meet the minimum wetland setback which is 46.5 feet (30 -foot wetland buffer setback and 16.5 foot buffer). (Section 20-411 of the Chanhassen City Code.) Lots I and 2, Block 2, should be combined as one lot. The wetland should be included in a separate outlot. The configuration of Lot 2 Block 2 has been adjusted to meet the 46.5 -foot wetland setback requirements. The developer will work with City staff to provide measures necessary to clearly mark buffer area as "off limits" (e.g. landscaping, signage, etc.) 6. Hard surface coverage calculations shall be provided for each lot. (Section 18-60 of the Chanhassen City Code.) Hard surface calculations are included on the lot information table on Sheet C 1. Hard surface calculations include a 3600 square foot building and the driveway areas as shown on the plan. 7. Lot and Block numbers shall be consistent across plan sheets. Lot and Block information has been updated to match the preliminary plat. 8. There is inadequate separation between the HWL and the lowest floor elevations of Lots 3, 4 and 5 (See Section 19-144 (2), minimum 3 feet separation required). The pre-treatment basin has been removed and replaced with a Hydro International "First Defense" vortex separator. 9. The proposed design includes sediment and bioretention basins that are perched above the home to the west. Staff is concerned about property damage to the home if the slopes of either basin were to fail during a large event. As noted above, the pre-treatment basin has been removed. The bioretention facility has not been moved north in order to preserve the line of existing pines trees. In the unlikely event that the basin slopes should fail, it appears from the topography that there is natural draw that should direct drainage north past and around the existing house. 10. The piped outlet from the bioretention basin should be extended to the OHWL of Lake Susan. To minimize tree impacts and avoid disturbing the bluff, the bioretention outlet now connects to the existing storm sewer manhole west of Lot 4. We will work with City staff to verify that the existing pipe has adequate capacity to handle the additional run- off. 11. The EOF of the bioretention basin should be moved so that it will not directly discharge onto the neighbor's property. SCANNED The bio -retention basin EOF has been moved to the north portion of the basin (where the draintile outlet is proposed) so that drainage is not directed directly onto the neighbor's property. 12. The wetland boundary as identified in the Igohaug report needs to be verified. This will be done when conditions are suitable. It is understood that the wetland boundary will not be verified until site conditions are suitable. 13. A significant portion of the contributing watershed to the wetland is being redirected to Lake Susan. Secondary impacts must be mitigated under WCA as well. For your review, included is a comparison of volumes to the wetland for existing and proposed conditions. 14. It is unclear where the wetland discharges to. This will need to be clarified and it must be shown that this will not result in downstream impacts. Developer will work with City staff to verify that wetland outletloverflow does not cause negative downstream impacts. Please feel free to contact me with any additional questions. Sincerely, e�L- )*P -- Adam Ginkel, P.E. Plowe Engineering, Inc. SCANNED JOB NO. 08-1227 DATE February 26 2009 TO: City of Chanhassen ATTN: RE: Apple Tree Estates ENGINEERING, INC. 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 651-361-8210 651-361-8701 fax www.plowe.com WE ARE SENDING ❑ Shop Drawings x❑ Affected ❑ Pdrds ❑ specifications ❑ Plans ❑ Copy of letter ❑ Under separate cover visa ❑ Samples ❑ Change order ❑ Other COPIESDATE 16 2/25/2009 DESCRIPTION Preliminary Plat NUMBER 16 1/30/2009 Boundary and Topographic Survey 16 2/25/2009 Civil plans C1-C6 Stormwater drainage report 2 2/25/2009 1 8-1/2" x 11" copies of full size plans 1 CD (with .tiff plans) THESE TRANSMISSIONS ❑ For your approval ❑ For your use ❑ As per your request El For your review and comments ❑ Corrections needed ❑ Submit copies for distribution ❑ Approved as submitted ❑ For your information and file ❑ Return corrected prints ❑ Approved as noted ❑ other ❑ FOR BIDS DUE: ❑ PRINTS RETURNED AFTER LOAN TO US CITE OF CHANHASSEN gECFIVED FEB 2 6 2009 CHANHASSEN PLANNING DEPT COPY TO: Neal Klingelhutz SIGNATURE: Adam Ginkel IF ENCLOSURES ARE NOT AS DESCRIBED, PLEASE NOTIFY US IMMEDIATELY. I JOB NO. 08-1227 DATE May 5 2009 TO: City of Chanhassen ATTN: Bob Generous RE: Apple Tree Estates ENGINEERING, INC. 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 651-361-8210 651-361-8701 Pox www.plowe.com WE ARE SENDING YOU ❑ Shop Drawings ❑x Attached ❑ Prints ❑ Specifications ❑ Plans ❑ Copy of letter ❑ Under separate cover visa ❑ Samples ❑ Change order ❑ Other COPIESIIIIIIIIIN 3 �• r Civil plans (full size) 5/4/2009 3 5/4/2009 - Civil specifications 5 Final plat (full size) 1 Final plat (8.5" x 11") 1 5/4/2009 Engineer's estimate 1 5/4/2009 Storm sewer sizing calculations and drainage map 1 5/4/2009 Drainage calculations w/ area maps 1 CD (with .tiff files of civils and plat, and .doc of legal description) 1 Copy of original application and $250 fee THESE TRANSMISSIONS ❑ For your approval ❑ For your use ❑ As per your request ❑ For your review and comments ❑ Corrections needed ❑ Submil copies for distribution ❑ Approved as submitted ❑ For your information and file ❑ Return corrected prints ❑ Approved as noted ❑ other ❑ FOR BIDS DUE: ❑ PRINTS RETURNED AFTER LOAN TO US Application materials for Final Plat. 7 CITY OF CHANHASSEN RECEIVED MAY 0 5 2009 CHANHASSEN PLANMNG DEPT COPY TO: SIGNATURE: Adam Ginkel IF ENCLOSURES ARE NOT AS DESCRIBED, PLEASE NOTIFY US IMMEDIATELY. SCANNED I 1 H 1 1 1 1 L 1 1 I 1 1 1 1 1 I 1 1 APPLE TREE ESTATES CHANHASSEN, MN PROJECT SPECIFICATIONS FOR: GRADING, SITEWORK, SANITARY SEWER, WATERMAIN, STORM SEWER & STREETS CITY OF CHANHASSEN MAY 49 2009 RECEIVED MAY 0 5 2009 CHANHASSEN PLANNING DEPT I hereby certify that this specification was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the la the State of Minnesota. Adam Ginkel, P.E. Minnesota License # 43963 _ Prepared For Prepared By Neil Klingelhutz Plowe Engineering, Inc. 9731 Meadowlark Lane 6776 Lake Drive Chanhassen, MN 55317 Suite 110 (612) 685-5580 Lino Lakes, MN 55014 (651) 361-8210 TABLE OF CONTENTS CERTIFICATION TABLE OF CONTENTS GENERAL CONDITIONS OF CONTRACT SITE WORK SPECIFICATIONS GRADING SPECIFICATIONS SUPPLEMENTAL CONDITIONS CITY OF CHANHASSEN SPECIFICATIONS - 2008 SANITARY AND STORM SEWER SPECIFICATIONS CITY OF CHANHASSEN SPECIFICATIONS - 2008 WATERMAIN SPECIFICATIONS CITY OF CHANHASSEN SPECIFICATIONS - 2008 STREET CONSTRUCTION SPECIFICATIONS I I I1 1 1 GENERAL CONDITIONS OF CONTRACT TABLE OF CONTENTS General Conditions - 1 PAGE 1. DEFINITIONS 3 2. CONTRACT DOCUMENTS 5 2.1 EXECUTION, CORRELATION & INTENT OF DOCUMENTS 5 2.2 BID PROPOSAL 5 3. PROGRESS AND SUBMISSION SCHEDULES: NOTIFICATION TO BEGIN WORK 5 3.1 CONTRACTORSSCHEDULE 5 3.2 NOTIFICATION OF INTENT TO BEGIN WORK 5 3.3 PRECONSTRUCTION CONFERENCE 5 4. BONDSANDINSURANCE 6 4.1 BID BOND 6 4.2 PERFORMANCE BOND 6 4.3 CONTRACTORS INSURANCE 6 5. DRAWINGS AND SPECIFICATIONS 7 5.1 DESIGN, DRAWINGS AND INSTRUCTIONS 7 5.2 COPIES OF DRAWINGS FURNISHED 7 5.3 OWNERSHIP OF DRAWINGS 8 6. SURVEYS AND CONSTRUCTION STAKES 8 7. CONTRACTORS RESPONSIBILITIES 8 7.1 CONTRACTORS SUPERVISION & SUPERINTENDENCE 8 7.2 MATERIALS, EQUIPMENT AND LABOR 8 7.3 SUBCONTRACTORS 8 7.4 USE OF COMPLETED PORTIONS 9 7.5 CONTRACTORS RESPONSIBILITY FOR WORK 9 8. PROTECTION OF THE PUBLIC AND OF WORK AND PROPERTY 9 9. CONTROL OF WORK AND MATERIAL 9 9.1 SEPARATE CONTRACTS 9 9.2 USE OF PREMISES 9 9.3 ACCESS TO WORK 9 9.4 ENGINEERS STATUS 10 9.5 ENGINEERS INTERPRETATIONS & DECISIONS 10 9.6 RESIDENT PROJECT REPRESENTATIVE 11 General Conditions - 1 General Conditions — 2 9.7 OBSERVATION AND TESTING 11 9.8 NEGLECTED WORK 11 10. WORK COMPLETION AND PAYMENTS 11 10.1 CHANGES IN THE WORK 11 10.2 CHANGE OF CONTRACT PRICE 12 10.3 CHANGE IN CONTRACT TIME 13 10.4 PROGRESS PAYMENTS 13 10.5 FINAL ACCEPTANCE OF WORK 13 10.6 FINAL PAYMENT 13 10.7 PAYMENT WITHHELD PRIOR TO FINAL ACCEPTANCE OF WORK 14 10.8 ERRORS IN PAYMENT 14 10.9 LIQUIDATED DAMAGES 14 H. SUSPENSION OF WORK 14 11.1 SUSPENSION OF WORK BY THE OWNER 14 11.2 TEMPORARY SUSPENSION OF WORK DURING WINTER 15 12. TERMINATION OF CONTRACT 15 12.1 OWNERS RIGHT TO TERMINATE CONTRACT 15 12.2 CONTRACTORS RIGHT TO STOP WORK OR TERMINATE CONTRACT 16 13. GUARANTEE 16 14. OTHER STIPULATIONS 16 14.1 ROYALTIES AND PATENTS 16 14.2 PERMITS, LICENSES AND REGULATIONS 16 14.3 SUBSOIL CONDITIONS AND CONDITIONS OF THE SITE 17 14.4 ASSIGNMENT 17 14.5 VERBAL AGREEMENTS 17 14.6 WAIVERS OF CLAIMS AND CONTINUING OBLIGATIONS 17 14.7 CLAIMS FOR EXTRA COST 17 14.8 DISCREPANCIES, ERRORS, OMISSIONS 17 14.9 INDEMNIFICATION 18 14.10 ARBITRATION 18 14.11 CLEANING UP AND RESTORATION 19 General Conditions — 2 GENERAL CONDITIONS OF CONTRACT SECTION 1 —DEFINITIONS AGREEMENT - The written agreement between the Owner and the Contractor covering the Work to be performed, including the Contractor's bid. PAYMENT DOCUMENT - The form furnished by the Engineer which is to be used by the Contractor in requesting progress payments. BID - The offer or proposal of the Bidder submitted on the prescribed form setting forth the prices for the work to be performed. BIDDER - Any person, firm or corporation submitting a Bid for the Work. OWNER - A public body or Authority, Corporation, Association, Partnership or Individual for whom the work is to be performed. CONTRACTOR - The person, firm or corporation with whom the Owner has executed an Agreement to perform the work. ENGINEER - The person, fine or corporation named as such in the specifications SUBCONTRACTOR - A person, firm or corporation having a direct contract with the Contractor or with any other Subcontractor for the performance of a part of the work at the site. BONDS - Bid, performance and payment bonds and other instruments of security furnished by the contractor and his surety in accordance with the Contract Documents. CHANGE ORDER - A written order to the Contractor signed by the Owner authorizing an addition, deletion or revision in the work, or an adjustment in the Contract Price or the Contract Time issued after execution of the Agreement. CONTRACT DOCUMENTS - The Contract Documents shall consist of Proposal Form, Form of Agreement, General Conditions of Contract, Plans, Specifications, Special Provisions, and Addendum thereto and Performance Bond. It shall also include the Advertisement or Notice to Bidders and Instruction to Bidders when they are included in the bound specifications or bidding documents. CONTRACT PRICE — The total moneys payable to the Contractor under the Contract Documents. CONTRACT TIME — The number of calendar days stated in the Agreement for the completion of the work. PROJECT REPRESENTATIVE - An authorized representative of the Engineer assigned to provide periodic observation of the work. SUPERINTENDENT - The representative for Contractor present on the job at all times during it's progress, authorized to receive and fulfill instructions from the Engineer and capable of supervising the work efficiently. CITY OR MUNICIPALITY - The governmental unit having jurisdiction over the premises. PLANS - All drawings or reproductions of drawings pertaining to the construction of the improvement outlined therein. General Conditions — 3 SHOP DRAWINGS - All drawings, diagrams, illustrations, and other data which are prepared by the Contractor, a Subcontractor, manufacturer, supplier or distributor and which illustrate the equipment, material or some portion of the work. PROJECT - The entire construction to be performed as provided in the Contract Documents FIELD ORDER - A written order issued by the Engineer which clarifies or interprets the Contract Documents or orders minor changes in the work. WRITTEN NOTICE - Written Notice shall be deemed to have been duly served if delivered in person to a member or officer of the firm or corporation for whom it is intended, or if delivered at or sent by first class mail or to the last business address known. SURETY - Guarantor for the Contractor who, with the Contractor, signs an instrument or instruments known as the "Bond" or "Bonds" guaranteeing that the contractor will fully comply with the plans, specifications and contract. General Conditions — 4 SECTION 2 —CONTRACT DOCUMENTS ' 2.1 EXECUTION, CORRELATION AND INTENT OF DOCUMENTS The agreement and such other Contract Documents as practicable shall be signed in triplicate by the Owner ' and Contractor. The Owner, the Contractor and the Engineer will each receive an executed counterpart of the Contract Documents. The Contract Documents are complimentary and what is called for by one shall be as binding as called for by all. In case of conflict between the Contract Documents, the following priority is established: ' (1) Plans (2) Special Provisions (3) Specifications (4) General Conditions of Contract ' Any inconsistencies or doubt on any point between the plans and specifications shall be explained by the Engineer, whose interpretations shall be binding on the Contractor. ' 2.2 BID PROPOSAL The Contractor shall submit his bid on the Bid Proposal forms furnished by the Owner. All blanks shall be ' completed unless specified otherwise. All bids shall be closed in sealed envelopes, addressed to the Owner and clearly marked "Bid Proposal" and ' with any other information required in the Invitation or Advertisement for Bids. SECTION 3 — PROGRESS AND SUBMISSION SCHEDULES: NOTIFICATION TO BEGIN WORK ' 3.1 CONTRACTORS SCHEDULE Within ten days after the execution of the agreement, the Contractor will submit to the Engineer for ' approval, an estimated progress schedule indicating the starting and completion dates of the various stages of the work, and a schedule of materials to be incorporated in the project. ' The Contractor will start the work on the date the Agreement is executed and delivered, or on such other date, if any, as may be specified in the Agreement. However, at the time of the execution and delivery of the Agreement the Owner may give the Contractor a written notice to proceed stating a different date on which it is expected that the Contractor will start the work, but such date shall not be more than thirty days ' after the date of execution and delivery of the Agreement. 3.2 NOTIFICATION OF INTENT TO BEGIN WORK ' It shall be the Contractor's responsibility to make any and all notifications of his intention to begin the work. This notification shall include, but not necessarily be limited to, the Owner, City, Watershed District, Private Utility Companies, and Residences in the area of his operations which will or may be affected ' thereby. 3.3 PRECONSTRUCTION CONFERENCE ' Prior to the start of any work under this Contract, the Owner or Engineer may require a Preconstruction Conference. The purpose of this meeting will be for discussing and coordinating the schedule of work, to discuss construction needs and procedures, and to finalize other administrative details. The Contractor shall i ' General Conditions — 5 be responsible for having those individuals from his firm and any Subcontractor firms who will be on the site and in charge of the work present at this conference. SECTION 4 — BONDS AND INSURANCE 4.1 BID BOND All bids must be accompanied by a certified check or bid bond payable without recourse to the Owner for not less than five percent (5%) of the amount of the bid. The certified check or bid bond provided shall be forfeited if the Contractor shall fail to provide the proper bond and to enter into a Contract as provided by law. 4.2 PERFORMANCE BOND A good and sufficient performance bond in the sum of not less than the full amount of the Contract, payable to the Owner, as provided by law, shall be made and delivered to the Owner by the Contractor within ten (10) days after notice of award of Contract. 4.3 CONTRACTORS INSURANCE Prior to the beginning of any work under this Contract, the Contractor shall purchase all insurance required herein and maintain such insurance throughout the life of this Contract. All insurance certificates shall contain a provision that the coverage afforded under the policies will not be cancelled or materially changed until at least fifteen (15) days prior written notice has been given to the Owner and Engineer. All insurance certificates shall be filed with the Owner and Engineer and shall be subject to their approval. The Contractor shall be responsible for requiring all Subcontractors to provide insurance coverage as specified herein. A. WORKMEN'S COMPENSATION AND EMPLOYERS LIABILITY The Contractor shall carry Workmen's Compensation and Employer's Liability Insurance covering him for all of his obligations under the Workmen's Compensation Act of this state. B. PUBLIC LIABILITY INSURANCE The Contractor shall purchase and maintain such insurance as will protect him from claims for damages because of bodily injury, sickness, disease or death of any person or persons, and from claims because of damage to or destruction of property of others, including loss of use resulting there from - any or all of which may arise out of or result there from the Contractors operations by himself or by any Subcontractor or anyone directly or indirectly employed by any of them or for whose acts any of them may be legally liable. The limits of liability of the insurance required shall be as follows: Bodily Injury: Each Person $500,000.00 Each Accident $1,000,000.00 Property Damage: Each Accident $500,000.00 Aggregate $1,000,000.00 C. AUTOMOBILE INSURANCE General Conditions — 6 The Contractor shall purchase and maintain during the life of this contract, Automobile Injury t Insurance, Property Damage Insurance covering him not only for the operation of automobiles owned or used by him, but automobiles hired by him, and non -ownership coverage for automobiles used on behalf of the Contractor. ' The limits of liability of the insurance required shall be as follows: ' Bodily Injury: Each Person $500,000.00 Each Accident $1,000,000.00 ' Property Damage: Each Accident $1,000,000.00 ' D. OWNERS PROTECTIVE INSURANCE The Contractor shall obtain and pay for Owner's Protective Insurance, issued in the name of the Owner and Engineer which shall pay on behalf of the insured all sums which the insured shall ' become legally obligated to pay as damages because of injury to the person or destruction of property sustained by any person, caused by accident and arising from operations during this Contract. The limits of liability for this coverage shall be the same as those mentioned in Public ' Liability Insurance above. The original of this policy shall be filed with the Owner prior to the commencement of any operations under this Contract. ' SECTION 5 —DRAWINGS AND SPECIFICATIONS 5.1 DESIGN, DRAWINGS AND INSTRUCTIONS ' It is agreed that the Owner will be responsible for the adequacy and sufficiency of the plans and specifications. The Owner, through the Engineer, or the Engineer as the Owner's representative, shall furnish plans and specifications that represent the requirements of the work as far as practical to be ' performed under the Contract. All such drawings and instructions will provide a comprehensive description of the work contemplated but will not necessarily provide all details. ' The Contractor shall be responsible for the detailed application of plans, specifications and instructions to complete the project as intended by the Contract Documents. The Contractor shall have the right to submit detailed drawings for clarification to the Engineer for review and approval prior to construction. The Contractor shall furnish detailed drawings for approval by the Engineer for all manufactured mechanical, electrical and shop fabricated materials and other shop drawings, equipment settings or other drawings necessary for the prosecution of the work. Submittal shall be on a timely basis to allow two weeks review time for the Engineer without a delay of the work on the project. 5.2 COPIES OF DRAWINGS FURNISHED Unless otherwise provided in the Contract Documents, the Engineer will furnish to the Contractor, free of charge, four copies of the drawings and specifications for the execution of the work. Additional copies, if needed, may be obtained at cost of reproduction. 5.3 OWNERSHIP OF DRAWINGS General Conditions — 7 All drawings, specifications and copies thereof furnished by the Engineer are his property. They are not to be used on other work and, with the exception of the signed Contract set, are to be returned to him on request at the completion of the work. SECTION 6 — SURVEYS AND CONSTRUCTION STAKES The Engineer will furnish and set stakes as necessary for the Contractor in order that he may construct the work to the proper grade and alignment. The Contractor shall carefully preserve benchmarks, reference points and construction stakes. In the event of willful or careless destruction of stakes, he shall be charged with the resulting expense of replacement and shall be responsible for any mistakes that may be caused by their loss or disturbance. SECTION 7—CONTRACTORS RESPONSIBILITIES 7.1 CONTRACTORS SUPERVISION & SUPERINTENDENCE 7.2 7.3 7.4 The Contractor will supervise and direct the work efficiently with his best skill and attention. He will be solely responsible for the methods, sequences, and procedures of construction. The Contractor will provide suitably qualified personnel to perform the construction as required by the Contract Documents. He will at all times maintain good discipline and order among his employees at the project site. The Contractor will keep a competent superintendent on his job during its progress. The superintendent will represent the Contractor, and all directions given to him shall be binding on the Contractor. Important directions will immediately be confirmed in writing to the Contractor. Other directions will be confirmed on written request in each case. Unless otherwise provided, the Contractor will be responsible for keeping daily records of all underground utility locations, and materials delivered that are incorporated in the work. All records will be furnished on a timely basis so that sufficient time is allowed for verification by the Engineer. MATERIALS, EQUIPMENT AND LABOR The Contractor will provide and pay for all materials, equipment, labor, construction equipment and machinery, fuel, transportation, power, heat, light, telephone, water and all other facilities necessary for the execution and completion of the work. Unless otherwise stipulated, all materials will be new and of good quality. The Contractor will, if required, furnish satisfactory evidence as to the kind and quality of materials. SUBCONTRACTORS The Contractor will, prior to execution of the Contract Agreement, submit to the Engineer in writing the names of all proposed subcontractors for the work. All said subcontractors will be subject to the approval of the Engineer. The Contractor agrees that he is fully responsible to the owner for the acts and omissions of his contractors and of persons either directly or indirectly employed by them, as he is for the acts and omissions of persons directly employed by him. Nothing contained in the contract documents shall create any contractual relation between the subcontractor and the Owner. USE OF COMPLETED PORTIONS General Conditions — 8 7.5 1 The owner may, at any time during progress of the work, take over and place in service any completed portions of the work which are ready for service, even though the entire work of the contract is not fully completed. Such taking of possession by the owner shall not be deemed an acceptance of any other portion of the work, nor of any work not completed in accordance with the contract documents. If such prior use increases the cost of or delays the work, the Contractor shall be entitled to such extra compensation, or extension of time, or both as determined by the Engineer. CONTRACTORS RESPONSIBILITY FOR WORK The work under Contract shall be under the charge and care of the Contractor until acceptance, and he shall take every precaution within his power to prevent damage to work during this contract. The Contractor shall repair, rebuild, restore, and make good all damages to all portions of the work constructed by him before its completion and acceptance, and he shall bear the expense thereof except as otherwise expressly provided elsewhere in the contract. ' SECTION 8 — PROTECTION OF THE PUBLIC AND OF WORK AND PROPERTY The Contractor shall provide and maintain all necessary watchmen, barricades, red lights and warning signs ' and take all necessary precautions for the protection of the public. He shall maintain adequate protection of all work from damage, and shall take all precautions to protect property from injury or loss arising in connection with this Contract. He shall make good any damage, injury or loss to his work and to property resulting from lack of protective precautions. He shall adequately protect private and public property, t including surface and subsurface features and structures and shall satisfy all claims from damage to property or for trespass. ' In emergencies affecting the safety of persons or the work or property at the site or adjacent thereto, the Contractor, without special instruction or authorization from the Engineer or Owner, is obligated to act, at his discretion, to prevent threatened damage, injury or loss. ' SECTION 9 — CONTROL OF WORK AND MATERIAL 9.1 SEPARATE CONTRACTS The owner may perform additional work related to the project by himself, or he may let other contracts in connection with this work. The Contractor shall allow other contractors reasonable opportunity for the ' introduction and storage of their materials and the execution of their work and shall coordinate his work with theirs. 9.2 USE OF PREMISES ' The Contractor will confine his operations, including his equipment storage of materials and equipment, and his workmen to the public right of way and the lands famished by the Owner. ' The Contractor will provide, at his own expense and without liability to the Owner, any additional land and access thereto that he may require for storage of materials or any other temporary part of his operation. 9.3 ACCESS TO WORK: UNCOVER FINISHED WORK The Engineer and his representatives, the City's representatives, and other representatives of the Owner will ' at all times have access to the work. The Contractor will provide proper facilities for such access and observation of the work and also for any inspection or testing thereof by others. If any work is covered contrary to the request of the Engineer, it must, if requested by the Engineer, be ' uncovered for his inspection and replaced at the Contractor's expense. ' General Conditions — 9 9.4 9.5 9.6 ENGINEERS STATUS The Engineer shall be the Owner's representative during the construction period. All instructions of the Owner to the Contractor shall be issued through the Engineer. The duties and responsibilities and the limitations of authority of the Engineer as the Owner's representative during construction are set forth in these General Conditions and shall not be extended without written consent of the Owner and the Engineer. The Engineer will make periodic visits to the site to observe the progress and quality of the executed work and to determine, in general, if the work is proceeding in accordance with the Contract Documents. He will not be required to make exhaustive or continuous on-site inspections to check the quality or quantity of the work. The Engineer will not be responsible for the construction means, methods, techniques, sequences or procedures, or the safety precautions incident thereto. His efforts will be directed toward providing assurance for the Owner that the completed project will conform to the requirements of the Contract Documents, but he will not be responsible for the Contractor's failure to perform the work in accordance with the Contract Documents. Based on his on-site observation as an experienced and qualified professional, he will keep the Owner informed of the progress of the work and will endeavor to guard the Owner against defects and deficiencies in the work of Contractors. The Engineer will have the authority to disapprove of or reject work which is defective and does not conform to the requirements of the Contract Documents or does not meet the requirements of any inspection, test or approval referred to in the Documents. He will also have authority to require special inspection or testing of the work whether or not the work is fabricated, installed or completed. If the Owner and the Engineer agree, the Engineer will provide one or more full time Resident Project Representatives to assist the Engineer in carrying out his responsibilities at the site. Neither the Engineer's authority to act under this Section nor any decision made by him in good faith either to exercise or not to exercise such authority shall give rise to any duty or responsibility of the Engineer to the Contractor, any Subcontractor, any of their agents or employees, or any other person performing any of the work. The Engineer or his representative will not be responsible for the acts and omissions of the Contractor, or any Subcontractor, or any of his or their agents or employees, or any persons performing the work. ENGINEERS INTERPRETATIONS & DECISIONS The Engineer will be the initial interpreter of the terms and conditions of the Contract Documents and the judge of the performance there under. In his capacity as interpreter and judge he will exercise his best efforts to insure faithful performance by both the Owner and the Contractor. He will not show partiality to either and shall not be liable for the result of any interpretation or decision rendered in good faith. Claims, disputes and other matters relating to the execution and progress of the work or the interpretation of or performance under the Contract Documents shall be referred initially to the Engineer for decisions, which he shall render in writing within a reasonable time. All such decisions of the Engineer shall be final, except in cases where time and/or financial considerations are involved, which if no agreement in regard thereto is reached, shall be subject to arbitration. RESIDENT PROJECT REPRESENTATIVE The Resident Project Representative is a representative of the Engineer. He is under the authority and supervision of the Engineer. It is his duty to observe the workmanship and materials of the Contractor for General Conditions —10 I ' compliance with the Contract Documents. He has the same authority as the Engineer except that he may not make changes in either the plans or specifications. He has the authority to stop the work whenever such stoppage is necessary for proper execution of the Contract. He then will immediately contact the Engineer to get a decision on proceeding. If the Contractor continues to work after being told by the Resident Project Representative to suspend work, he does so at his own risk, and any such work may be ordered redone at the Contractor's expense. ' 9.7 OBSERVATION AND TESTING ' 9.8 NEGLECTED WORK If the Contractor should neglect to prosecute the work in accordance with the Contract Documents, including any requirements of the progress schedule, the Owner, after three days written notice to the ' Contractor may, make good such deficiencies and the cost thereof (including compensation for additional professional services) shall be charged against the Contractor if the Engineer approves such action, in which case a Change Order shall be issued incorporating the necessary revisions in the Contract Documents ' including an appropriate reduction in the Contract Price. If the payments then or thereafter due the Contractor are not sufficient to cover such amount, the Contractor will pay the difference to the Owner. SECTION 10 — WORK COMPLETION AND PAYMENTS 10.1 Without invalidating the Contract, the Owner, through the Engineer, may order changes in, additions to and deductions from the work. Any adjustments in Contract costs or time of completion caused by such ' changes shall be made at the time of ordering such change. The Engineer may, during the life of the Contract, issue additional instructions necessary to illustrate changes in the work. ' The Engineer shall have the authority to make minor changes in the work not involving extra cost and not inconsistent with the overall intent of the Contract Documents. These may be accomplished by a Field Order. If the Contractor believes that any minor change or alteration authorized by the Engineer entitles him to an increase in the Contract Price, he may make a claim therefore as provided in Section 10.2. ' Additional work performed by the Contractor without authorization of a Change Order will not entitle him to an increase in the Contract Price or an extension of the Contract Time, except in the case of an ' emergency as provided in Section 8. The Owner will execute any appropriate Change Order prepared by the Engineer covering changes in the work to be performed, work performed in an emergency, and any other claim of the Contractor for a change ' in the Contract Time or the Contract Price which is approved by the Engineer. ' General Conditions— I 1 If the Contract Documents, laws, ordinances, rules, regulations or orders of any public authority having ' jurisdiction require any work to specifically be inspected, tested, or approved by someone other than the Contractor, the Contractor will give the Engineer timely notice of readiness therefore. The Contractor will furnish the Engineer the required certificates of inspection, testing or approval. All such tests will be in ' accordance with the methods prescribed by the American Society for Testing and Materials or such other applicable organization as may be required by law or the Contract Documents. If any such work required so to be inspected, tested or approved is covered up without written approval or consent of the Engineer, it must, if directed by the Engineer, be uncovered for inspection at the Contractor's expense. The cost of all ' such inspections, tests and approvals shall be home by the Contractor unless otherwise provided. Any work which fails to meet the requirements of the Contract Documents shall be considered defective. Such defective work shall be corrected at the Contractor's expense. Neither observations by the Engineer nor inspection, tests or approvals by persons other than the Contractor shall relieve the Contractor from his obligations to perform the work in accordance with the requirements of ' the Contract Documents. ' 9.8 NEGLECTED WORK If the Contractor should neglect to prosecute the work in accordance with the Contract Documents, including any requirements of the progress schedule, the Owner, after three days written notice to the ' Contractor may, make good such deficiencies and the cost thereof (including compensation for additional professional services) shall be charged against the Contractor if the Engineer approves such action, in which case a Change Order shall be issued incorporating the necessary revisions in the Contract Documents ' including an appropriate reduction in the Contract Price. If the payments then or thereafter due the Contractor are not sufficient to cover such amount, the Contractor will pay the difference to the Owner. SECTION 10 — WORK COMPLETION AND PAYMENTS 10.1 Without invalidating the Contract, the Owner, through the Engineer, may order changes in, additions to and deductions from the work. Any adjustments in Contract costs or time of completion caused by such ' changes shall be made at the time of ordering such change. The Engineer may, during the life of the Contract, issue additional instructions necessary to illustrate changes in the work. ' The Engineer shall have the authority to make minor changes in the work not involving extra cost and not inconsistent with the overall intent of the Contract Documents. These may be accomplished by a Field Order. If the Contractor believes that any minor change or alteration authorized by the Engineer entitles him to an increase in the Contract Price, he may make a claim therefore as provided in Section 10.2. ' Additional work performed by the Contractor without authorization of a Change Order will not entitle him to an increase in the Contract Price or an extension of the Contract Time, except in the case of an ' emergency as provided in Section 8. The Owner will execute any appropriate Change Order prepared by the Engineer covering changes in the work to be performed, work performed in an emergency, and any other claim of the Contractor for a change ' in the Contract Time or the Contract Price which is approved by the Engineer. ' General Conditions— I 1 10.2 10.3 It shall be the Contractor's responsibility to notify his Surety of any change in the Contract Price or any changes affecting the general scope of the Work and the amount of the applicable Bonds shall be adjusted accrodingly. The Contractor will furnish proof of such adjustment to the Owner. CHANGES OF CONTRACT PRICE The Contract Price constitutes the total compensation payable to the Contractor for performing the work. All duties, responsibilities and obligations assigned to or undertaken by the Contractor shall be at his expense without change in the Contract Price. Should the number of units of completed work of any item included in the Unit Price schedule classified as a major item vary more than 20% from the number of units stated in said schedule, either the Owner or the Contractor may request a revision of the unit price for the item to be affected. Under such conditions, adjustment of the price, if any, shall be made in accordance with this Section. A major item under the meaning of this provision is defined as any item equal to or greater than 10% of the total price for the entire contract. The Contract Price may only be changed by a Change Order. If the Contractor is entitled by the Contract Documents to make a claim for an increase in the Contract Price, his claim shall be in writing delivered to the Owner and the Engineer within 15 days of the occurrence of the event giving rise to the claim. If the Owner and Contractor cannot agree on the amount, all claims for the adjustments in the Contract Unit Price shall be determined by the Engineer. Any change in the Contract Price resulting from any such claim shall be incorporated in a Change Order. The value of any work covered by any claim for an increase or decrease in the Contract Price shall be determined in one of the following ways: A. By application of unit prices to the quantities of the items involved. B. By mutual acceptance of a lump sum. C. By cost and a mutually acceptable fixed amount for overhead and profit. If none of the above methods is agreed upon, the value shall be determined by the Engineer on the basis of costs and a percentage for overhead and profit. Costs shall only include labor (payroll, payroll taxes, fringe benefits, workman's compensation, etc.), materials, equipment, and other incidentals directly related to the work involved. The maximum percentage which shall be allowed for Contractor's combined overhead and profit, shall be as follows: Work done by his own organization, the Contractor may add up to 10% of his actual net increase in cost, and for work done by Subcontractor may add up to 10% of his actual net increase in costs for combined overhead and profit and the Contractor may add up to 5% of the Subcontractor's total for his combined overhead and profit; provided that no overhead or profit shall be allowed on costs incurred in connection with the premiums for public liability insurance or other special insurance directly related to such work. In such case and also under Paragraph C, the Contractor will submit in form prescribed by the Engineer an itemized cost breakdown together with supporting data. CHANGE IN CONTRACT TIME The contract time may be changed only a change order. If the Contractor is entitled to make a claim for an extension in the contract time based on the contract documents, his claim shall be delivered in writing to the Owner and the Engineer within 10 days of the occurrence of the event giving rise to the claim. If the Owner General Conditions —12 I ' and Contractor cannot agree the claims for adjustment in the contract time shall be determined by the Engineer. ' The contract time will be extended by the amount equal to time lost due to delays beyond the control of the Contractor if he makes a claim as provided above. 10.4 PROGRESS PAYMENTS Unless otherwise provided, partial payment documents will be prepared by the Engineer for completed work on the project Payment documents will be prepared before the first of each month, and will be submitted to the Owner for approval before the 1 Oth of the month. The progress payments will be based on work completed and materials delivered to the job site on or before the 20th of the preceding month. ' The Contractor warrants and guarantees that the title to all work, materials and equipment covered by a Progress Payment Document, will have passed to the Owner prior to his signing of the Progress Payment Document, free and clear of all liens, claims, security interests and encumbrances (hereafter in these General Conditions referred to as "liens"). The Owner will, within ten days of presentation to him of an approved Progress Payment Document, pay the Contractor 90% of the amount approved by the Engineer. 10.5 FINAL ACCEPTANCE OF WORK ' The date of final acceptance of the work shall be the date of formal acceptance by the City or other local government. ' If the work is not to be turned over to the City for ownership and maintenance, the date of final acceptance shall be the date of acceptance by the Engineer as evidenced in writing to the Owner. Such evidence may be either a letter of final acceptance, or in the absence of such a letter, a Final Payment Voucher indicating that the Engineer recommends that no funds be retained. ' 10.6 FINAL PAYMENT Upon notice from the Contractor that the project is complete, the Engineer will make a final inspection with the Owner and the Contractor. Any items found to be defective during the inspection will be noted and the Engineer shall furnish in writing to the Contractor a list of such items that are defective or unfinished. The Contractor shall immediately make such corrections as are necessary and to the satisfaction of the Engineer. ' The Contractor may request final payment when all corrective work is completed and all bonds, guarantees, certificates of inspection and other documents have been delivered, all as required by the Contract Documents. If the Engineer is satisfied that the work has been completed and the Contractor has fulfilled ' all of his obligations under the contract he will, within ten days after receipt of the Contractor's notice of completion and request for final payment, prepare the Final Payment Documents. In addition to the requirements of section 4.2 "Performance Bond," the Owner may require separate releases of all claims and waivers of all liens to he furnsihed by the Contractor before final payment is made. The final payment or retained percentage will not become due until all claims have been released or satisfied by the Owner. If any claim or liens remains unsatisfied after all payments are made, the Contractor shall be ' liable for all costs in satisfying these claims. 10.7 PAYMENT WITHHELD PRIOR TO FINAL ACCEPTANCE OF WORK ' The Owner may, because of subsequently discovered evidence, withhold or nullify the whole or part of any certificate of payment to such extent as may be necessary to protect himself from loss due to: ' A. Defective work not remedied; ' General Conditions — 13 B. Claims filed or reasonable evidence indicating public filing of claims by other parties against the Contractor; C. Failure of the Contractor to make payments properly to Subcontractors or for materials or labor; D. Damage to another Contractor; When the above grounds are removed or the Contractor provides a Surety Bond satisfactory to the Owner in the amount withheld, payment shall be made for amounts withheld. 10.8 ERRORS IN PAYMENT No certificate issued nor payments made nor occupancy of the work by the Owner shall be deemed as acceptance of any part of the work or materials not in accordance with the Contract. Where an error is found after payment is made, the Owner shall have the right to recover or shall be reimbursed for all over payments to the Contractor. 10.9 LIQUIDATED DAMAGES The Contractor agrees that he can and will complete the work within the time limit stated in the Agreement. Inasmuch as the damages to the Owner from nonompletion will be difficult to accurately assess, said damages will be liquidated at a daily rate of $150 for each calendar day beyond the contract completion date. The Owner will deduct and retain the amount of the liquidated damages from any monies due to the Contractor, and in case that those amounts are less than the liquidated damages, the Contractor shall be liable for the difference. Such retained amounts are not to be considered as a penalty but as payment for tangible and intangible damages to the Owner. Permitting the Contractor to continue and finish the work or any part of it after the time fixed for its completion may have been extended, will in no way be construed as a waiver on the part of the Owner of any of his rights under the Contract. Neither by taking over the work by the Owner, nor by the annulment of the contract, shall the Owner forfeit the right to recover liquidated damages from the Contractor or his surety for failure to complete the contrnct. SECTION 11 —SUSPENSION OF WORK 11.1 SUSPENSION OF WORK BY THE OWNER The Owner may suspend the work, or any part thereof, for a stipulated period of time by giving the Contractor thirty (30) days written notice. The Contractor may submit a request for extra compensation for expense incurred by this suspension in accordance with the provisions of Section 14.7 , "Claims for Extra Costs". The Engineer will have the authority to suspend the work wholly or in part for such periods as he may deem necessary, because of unsuitable weather or other conditions which are considered unfavorable for the production of satisfactory work, or because of failure on the part of the Contractor to carry out orders given or perform any or all provisions of the Contract. No additional or extra compensation or additional Contract time will be allowed due to suspension of operations by the Engineer except as provided elsewhere herein. In the event it should become necessary to stop work for an indefinite period, the Contractor shall store all materials in such a manner that they will not obstruct or impede traffic unecessarily nor be damaged in any General Conditions — 14 ' way, and he shall take every precaution to protect from damage or deterioration all of the work performed. He shall provide suitable drainage of the work by opening ditches, drains, etc., and shall erect temporary ' structures where necessary. 11.2 TEMPORARY SUSPENSION OF WORK DURING WINTER t Work will be allowed to proceed during the winter months provided that all construction requirements are met. No additional compensation will be allowed for costs incurred by the Contractor due to winter suspension and for additional start-up in the spring except by special agreement in writing between the ' Contractor and the Owner. Unless specifically allowed in the Special Provisions or specifically written into the Agreement or agreed ' upon in separate agreement by and between the Owner and the Contractor, the Owner will not release the retainer specified for, "Partial Payments," when work is suspended due to winter conditions. SECTION 12—TERMINATION OF CONTRACT 12.1 OWNERS RIGHT TO TERMINATE CONTRACT ' The Owner shall have the right to terminate the services of the Contractor and take possession of the premises and of all materials, tools and equipment and, after seven (7) days written notice to the Contractor of such termination, the Owner may finish the work by whatever methods he deems expedient. Such written notice shall be to the Contractor and his Surety and shall state that just cause exists for such action and may be done without prejudice to any other right or remedy and may be given for any of the following: A. If the Contractor is adjudged a bankrupt or insolvent, or if he makes a general assignment for the ' benefit of his creditors, or if a trustee or receiver is appointed for the Contractor or for any of his property; B. if the Contractor fails to make prompt payments for materials or labor, or to Subcontractors; C. If the Contractor repeatedly fails to supply sufficient skilled workmen, Enough equipment, or suitable materials; ' D. If the Contractor disregards laws, ordinances, regulations or orders of any public body having jurisdiction, or if he disregards the authority of the Engineer; ' E. If the Contractor otherwise violates any provision of the Contract Documents; In case of termination of contract the Contractor shall not be entitled to receive any further payment until ' the work is finished. If the unpaid balance of the Contract Price exceeds the direct and indirect costs of completing the project, including compensation for additional professional services, such excess shall be paid to the Contractor. If expenses to complete the work exceeds the unpaid balance, the Contractor shall ' pay the difference to the Owner. Such costs incurred by the Owner shall be determined by the Engineer and incorporated in a change order. Termination of the Contract by the Owner, will not affect any of the rights of the Owner as against the ' Contractor or his surety then existing or which may thereafter accrue because of such default. Any retention or payment of moneys by the Owner due the Contractor will not release the Contractor from liability. ' 12.2 CONTRACTORS RIGHT TO STOP WORK OR TERMINATE CONTRACT If work is suspended for a period of more than ninety days by the Owner through no fault of the Contractor, or the Engineer fails to issue an estimate for payment within thirty days after it is due, or the Owner fails to ' pay the Contractor a partial payment within thirty days of its approval and presentation, then the Contractor ' General Conditions —15 may, upon seven days, written to the Owner and Engineer, terminate the agreement and recover from the Owner payment for all work executed and any expense sustained plus a reasonable profit. In addition and in lieu of terminating the Contract Agreement, if the Engineer has failed to issue an estimate for payment or the Owner has failed to make any payment as aforesaid, the Contractor may upon seven days written notice to the Owner and the Engineer stop work until he has been paid all amounts then due. SECTION 13—GUARANTEE The Contractor shall hold himself responsible for any and all defects which may develop in any part of the entire installation famished by him and, upon receipt of written notice from the Engineer, shall immediately replace and make good without expense to the Owner such faulty part of parts including damage resulting from same, during a period of one (1) year from the date of final acceptance of the installation, except when specific guarantee for another length of time is specified elsewhere. The acceptance of the installation, or any part of it, shall not act to waive the liability on the part of -the Contractor and his surety. SECTION 14 — OTHER STIPULATIONS 14.1 ROYALTIES AND PATENTS The Contractor shall pay all royalties and license fees. He shall defend suits and claims for infringement of any patent rights and shall save the Owner harmless from loss on account thereof. 14.2 PERMITS, LICENSES AND REGULATIONS Permits and licenses of a temporary nature necessary for the prosecution of the work shall be secured and paid for by the Contractor. The Owner shall be responsible for permits, licenses and easements for permanent structures or permanent changes in existing facilities unless otherwise specified. The Owner shall make application for permits for crossing highways and railroad prior to the letting, and the Contractor shall obtain said permits and post any required bonds. The Contractor shall be responsible for necessary notices to utility companies, police and fire departments, etc., and comply with all laws, ordinances, rules and regulations bearing on the conduct of the work as drawn and specified. 14.3 SUBSOIL CONDITIONS AND CONDITIONS OF THE SITE It shall be the Contractor's responsibility to determine subsoil conditions prior to submitting his bid, regardless of any verbal or written information which may be furnished by the Owner or Engineer. The Contractor shall become familiar with all conditions of the site prior to submitting his bid proposal. Submission of a proposal shall be considered as evidence that the bidder is familiar with the site and understands all the conditions of the site affecting the work and all else that is required to complete the work in accordance with the Contract Documents. 14.4 ASSIGNMENT The Contractor shall not assign the Contract or sublet it as a whole or in part without the written consent of the Owner, nor shall the Contractor assign any monies due or to become due to him hereunder, without the previous written consent of the Owner. Assigning or subletting the Contract shall not relieve the Contractor or his surety from any Contract obligation. General Conditions —16 11 14.5 VERBAL AGREEMENTS No verbal agreement with any officer, agent or employee of the Owner before or after execution of this Contract shall affect or modify any of the terms or obligations contained in any of the Contract Documents. 14.6 WAIVERS OF CLAIMS AND CONTINUING OBLIGATIONS The Contractor is obligated to perform the work and complete the project in accordance with the Contract Documents and none of the following shall constitute an acceptance of work not in accordance with the Contract Documents: 1) Approval of any partial or final payment by the Engineer. 2) Any payment by the Owner to the Contractor under the Contract Documents. 3) Any use or occupancy of the project or any part thereof by the Owner. 4) Any correction of defective work by the Owner. The preparation and acceptance of final payment will constitute a waiver of all claims by the Owner against the Contractor except those arising from unsettled liens, from faulty or defective work appearing after final payment or from failure to comply with the requirements of the Contract Documents, and will constitute a waiver of all claims by the Contractor against the Owner except those previously made in writing and still unsettled. 14.7 CLAIMS FOR EXTRA COST The Contractor may submit a Claim for Extra Cost for work ordered after the date of the Contract. Any such Claim shall be made to the Engineer in writing within seven (7) days after the receipt of instructions and before proceeding to execute the work except in an emergency endangering life or property. The Engineer's decision shall be made within seven (7) days after receipt of any Claim for Extra Cost. Denial of a Claim shall be by letter and approval shall be by a written Change Order. ' 14.8 DISCREPANCIES, ERRORS. OMISSIONS ' If the Contractor, during the course of his work, discovers any discrepancy between the plans and the physical condition of the project site, or any errors or omissions in the plans or in given survey points and instructions, he shall immediately inform the Engineer in writing, and the Engineer shall promptly verify the same. Any work done by the Contractor after such discovery, until authorized, will be done at his risk. ' 14.9 INDEMNIFICATION ' General Conditions — 17 The Contractor shall indemnify and hold harmless the Owner and the Engineer and their agents and ' employees from and against all claims, damages, losses and expenses including attorneys' fees arising out of or resulting from the performance of the work, provided that any such claim, damage, loss or expense (a) is attributable to bodily injury, sickness, disease or death, or to injury to or destruction of tangible property ' (other than the work itself) including the loss of use resulting therefrom and (b) is caused in whole or in part by any negligent act or omission of the Contractor, any Subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable, regardless of whether or not ' it is caused by a party indemnified hereunder. If any and all claims against the Owner or the Engineer or any of their agents or employees by any ' employee of the Contractor, any Subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable, the indemnification obligation under this Section 14.9 ' General Conditions — 17 14.10 14-11 shall not be limited in any way by any limitation on the amount or type of damages, compensation or benefits payable by or for the Contractor or any Subcontractor under Workmen's Compensation acts, disability benefit acts or other employee benefit acts. The obligations of the Contractor under this Section 14.9 shall not extend to the liability of the Engineer, his agents or employees arising out of the preparation or approval of maps, drawings, opinions, reports, surveys, Change Orders, designs or specifications. ARBITRATION Any questions in dispute under this contract may be submitted to arbitration in accordance with the laws of the State of Minnesota and shall be submitted prior to the issuance, by the Engineer, of the Final Payment Voucher. Any dispute, claim or question not submitted to arbitration prior to the issuance of Final Payment Voucher, and any question of procedure not agreed upon by both parties may be submitted to a court of competent jurdisdiction for ruling. The Arbitration Board shall consist of three (3) members: one shall be selected by each party, and the two so selected shall choose the third, neutral arbitrator. The arbitrators shall be paid an amount agreed upon by both parties. No one shall be selected or act as an arbitrator who has a vested interest financial, competitive, or family relationship with either party. The Contractor shall prosecute the, work during arbitration proceedings except with the written permission of the Engineer and then only until the arbitrators shall have an opportunity to determine whether or not the work shall continue until they decide the matters in dispute. Notice of the demand for arbitration of a dispute shall be in writing to the Engineer and the other party to the Contract. if the arbitration is an appeal from the Engineer's decision, demand shall be made within ten (10) days of receipt of the Engineer's decision. In any other case, the demand for arbitration shall be made within a reasonable time after dispute has arisen. In no case shall a demand be made after the final payment unless otherwise stipulated in the Contract Documents. The arbitrators, if they deem the case requires it, are authorized to award to the party whose contention is sustained such sums as they deem proper to compensate for the time and expense incident to the proceedings, and if the demand for arbitration was made without reasonable cause, they may also award damages for delay. The arbitrators may assess upon either or both parties the cost of the proceedings. CLEANING UP AND RESTORATION Surplus pipe, materials, tools, equipment and machinery shall be removed from the site by the Contractor. All dirt, rubbish and excess earth excavation shall be hauled to a dump site selected by the Contractor, and the construction site shall be left clean to the satisfaction of the Engineer. The Contractor shall restore to their original condition all portions of the site not designated for alteration under this contract. General Conditions — 18 I I I I I I 1 APPLE TREE ESTATES Chanhassen, MN SITE WORK SPECIFICATIONS 1.1 SCOPE OF WORK AND INTENT OF SPECIFICATIONS A. Work under this contract shall consist of the clearing and grading for streets, building pads, and all other areas as required in accordance with these Plans, Specifications, and Contract, and shall include all tools, equipment, materials, supplies and manufactured articles for the project. It shall also include the furnishing of all transportation and services, including fuel, power, water, and essential communications, and for performance of all labor, work, and all else necessary for the completion of the work. 1.2 CLEARING AND GRUBBING (MnDOT 2 10 1) A. Removal Limits: Contractor shall remove only trees and shrubs within construction limits indicated on Drawings. B. Clearing shall be accomplished by removing the tree in a safe and considerate manner. Grubbing shall ordinarily by accomplished by excavation and removal. This includes removing the entire root mass out to minimum of the drip line of the tree. However, with the permission of the Engineer, grubbing may be accomplished with a grinding device. Inadequate grubbing that results in uneven ground or subsequent tree sprout -ups within one (1) year after grubbing shall be reground, topsoiled and sodded without additional compensation to the Contractor. All roots and stumps shall be removed to a depth of not less than 12 inches below original ground surface or subgrade, whichever is lower. C. The Engineer may direct that grades and boulevard slopes be adjusted or varied in the field to save trees. D. Protection of Existing Trees and Shrubs: I. Contractor shall provide temporary fences, barricades, coverings, or other protections to preserve existing trees and shrubs to remain. 2. Contractor shall be responsible for replacing all damaged trees or shrubs designated to remain in place. Contractor shall replace damaged trees and shrubs with like kind or species determined by Owner. Replace damaged trees with minimum 3" diameter. Owner has right to determine additional tree liability charges. Estimating tree value lost shall be determined in accordance with "The Council of Tree and Landscape Appraisers (CTLA) Guide for Plant Appraisal (8th Edition)." E. Disposal: 1. Contractor shall dispose of tree parts and shrubs in safe manner in accordance with local, state, and federal laws or requirements. Elm tree debris for disposal must be removed from the site within 30 days between April I and September 30. Between October 1 and March 31 the Contractor has until May 1 to remove the debris unless otherwise directed by the Engineer. 2. Contractor is responsible to obtain any necessary permits and approvals required to properly dispose off-site, dump brush, stumps, waste logs, roots, limbs, timber tops, and debris resulting from clearing and grubbing. 1.3 MISCELLANEOUS REMOVALS (MnDOT 2104) A. Street Aggregate 1. Salvage aggregate from existing streets or parking lot and stockpile on-site prior to installation of underground utilities. 2. Salvaged aggregate may be used for granular pipe bedding material or aggregate backfill. B. Concrete Curb, Gutter, Driveway, and Walk I. Remove curb, gutter, sidewalk, and similar structures at existing joint or sawcut straight joint to aid in removal. C. Bituminous Pavement 1. Construct straight and vertical butt joints in removal of bituminous pavement. D. Sawcuts: 1. Asphalt pavement shall be cut minimum 3 inches deep. SW - I APPLE TREE ESTATES Chanhassen, MN 2. Concrete surfaces sawcuts shall be straight and extend into concrete surface 1/3 of its depth. 3. Sawcuts shall not extend into new pavement placed in the work under this Contract. 4. Sludge from sawing shall be removed from pavement upon completion of each sawcut by methods that minimize amount of sludge flowing onto or being deposited o pavement of any live traffic lane. E. Pipe Culverts 1. Remove pipe culverts and flared -end sections and dispose. F. Manholes and/or Catch Basins 1. Remove total structure, salvaging casting if indicated, break into smaller pieces and dispose. G. Retaining Walls 1. Remove and dispose of existing retaining walls designated for remove, including, but not limited to: tie -backs, anchorages, subsurface blocks, foundations, and drain tile. 2. Temporarily support soil by wall if needed. 3. Do no damage nearby structures or other items not designated for removal. 1.4 SALVAGED MATERIALS A. Pipe culverts 1. Remove in a manner that will prevent damage to culvert and apron endwalls. 2. All sediment within salvaged pipe culverts shall be removed prior to either reinstallation of stockpiling. B. Manhole, Catch Basin, and/or Castings 1. Remove in a manner that will prevent damage to structure, joints, castings, grates, or covers. 2. Stockpile at a location designated by owner, if not designated for re -use. C. Hydrants and Valves 1. Remove in a manner that will prevent damage to hydrant, valves, fittings, and pipe. 2. Install mechanical plug or cap in existing tee after hydrant lead has been removed. 3. Salvage of hydrant valves will be considered incidental to salvaged hydrants. 4. Stockpile at a location designated by owner, if not designated for re -use. 1.5 DISPOSING OF REMOVED MATERIALS A. General: All materials, not designated in contract to be salvaged, shall be removed from right-of- way and project site. B. Contractor is responsible for finding suitable disposal site. C. All materials designated for salvage and reuse shall be placed at locations that do not prohibit access to project site, but are near areas where they will be reused. 1.6 METHOD OF MEASUREMENT A. CLEARING AND GRUBBING indicated on Drawings shall be lump sum, and includes all handling, hauling, piling, burning, off-site disposal, chipping, oil treatment, wound treatment, re- handling and disposal of waste and debris. B. REMOVE CONCRETE CURB AND GUTTER shall be measured by linear foot along face of curb. C. REMOVE CONCRETE SIDEWALK AND DRIVEWAY shall be measured by area on square yard basis. D. REMOVE ASPHALTIC PAVEMENT shall be measured by area on square yard basis. E. REMOVE OR SALVAGE CULVERT, as case may be, shall be measured by linear foot of their laying length, including endwalls. F. SAWCUT will be measured by linear foot of completed and accepted work. Overcuts will not be measured for payment. G. ABANDON MANHOLES, INLETS, OR PIPES shall be measured by each unit complete. H. SALVAGED ASPHALTIC PAVEMENT shall be measured by area in square yards. SW -2 APPLE TREE ESTATES ' Chanhassen, MN 1. SALVAGED ASPHALTIC PAVEMENT, MILLING shall be measured by the area in square yards at the depth specified in the plans or bid items. ' J. REMOVE OR SALVAGE MANHOLE, INLET, OR CASTING shall be measured by each unit complete. K. REMOVE OR SALVAGE HYDRANT OR VALVE shall be measured by each unit complete. 1.7 METHOD OF PAYMENT A. SALVAGE STREET AGGREGATE shall have no separate payment made, and all costs therefor shall be included in prices named in Bid Sheets for various appurtenant items of work. B. CLEARING AND GRUBBING at contract unit price as measured above, shall be payment in full for all clearing and for all grubbing actually required and performed within clearing and grubbing limits as shown on plans or directed by Engineer, and for all handling hauling, piling, burning, off- site disposal, chipping oil treatment, wound treatment, rehandling and disposal of waste and debris. C. REMOVE CONCRETE SIDEWALK AND DRIVEWAY removal at contract unit price as measured above shall be payment in full for removal and disposal as specified, including furnishing all equipment, labor, tools, and incidentals necessary to complete work. D. REMOVE ASPHALTIC PAVEMENT removal at contract unit price as measured above shall be payment in full for removal and disposal as specified, including furnishing all equipment, labor, ' tools, and incidentals necessary to complete work. E. REMOVE OR ABANDON PIPE OR CULVERTS at contract unit price as measured above shall be compensation in full for removal or abandonment and disposal as specified, including ' furnishing all equipment, labor, tools, and incidentals necessary to complete work. F. REMOVE OR ABANDON MANHOLE AND/OR INLET measured as provided above shall be compensation in full for removing, breaking down, closing, plugging, or sealing and disposing; for ' furnishing all equipment, tools and incidentals necessary to complete the work. G. SALVAGE PIPE CULVERT at contract unit price as measured above shall be compensation in full for removal and delivery to site designated by Engineer in good condition as specified, including furnishing all equipment, labor, tools, and incidentals necessary to complete work. ' H. SAWCUT at contract price as measured above for sawing existing pavement shall be payment in full for all sawcuts, including full -depth sawcuts and for furnishing all labor, tools, equipment, and incidentals necessary to complete work. ' I. SALVAGED ASPHALTIC PAVEMENT at contract price as measured above for pulverizing or removing asphalt and aggregate, hauling, and stockpiling, including any necessary processing; and for furnishing all labor, tools, equipment, and incidentals necessary to complete work. J. SALVAGED ASPHALTIC PAVEMENT, MILLING, measured as provided above will be paid ' for at the contract unit price per square yard, which price shall be full compensation for removing, hauling, and stockpiling, and for furnishing all labor, equipment, tools and incidentals necessary to complete the work. ' K. REMOVE OR SALVAGE HYDRANT OR VALVE, as the case may be, measured as provided above shall be compensation in full for removal and disposal or removal and delivery to Owner in good condition, or reinstallation as specified; including plugging existing tee, furnishing all t equipment, tools and incidentals necessary to complete the work. L. SALVAGE MANHOLES, INLETS, OR CASTINGS, measured as provided above shall be compensation in full for removal and delivery in good condition or re -use as specified; for furnishing all equipment, tools and incidentals necessary to complete the work. 1 1 1 ' SW -3 I 1 I I� 1 1 lJ 1 1 1 APPLE TREE ESTATES Chanhassen, MN GRADING SPECIFICATIONS 1.1 SCOPE OF WORK AND INTENT OF SPECIFICATIONS A. Work under this contract shall consist of the grading for streets, building pads, and all other areas as required in accordance with these Plans, Specifications, and Contract, and shall include all tools, equipment, materials, supplies and manufactured articles for the project. It shall also include the furnishing of all transportation and services, including fuel, power, water, and essential communications, and for performance of all labor, work, and all else necessary for the completion of the work. 1.2 EARTHWORK GENERAL A. It shall be the Contractor's responsibility to grade the project to conform to the plan elevations and cross sections. The Contractor shall determine hold-down quantities to ensure a balanced site when complete. Hold-downs to include building pads and parking lot/street section. The remainder of the site shall be graded to drain and blend with the controlled sections. 1. The Contractor shall finish subgrade foundation within the following tolerances: a. When subgrade is being prepared for placement of aggregate sub -base or is being finished for acceptance of grading construction, then elevation of finished surface shall not vary by more than 0.10 foot from prescribed elevation at any point where measurement is made. b. When subgrade is being prepared for placement of aggregate base, then elevation of finished surface, at time the next layer is placed, shall not vary by more than 0.05 foot above or 0.10 foot below prescribed elevation at any point where measurement is made. C. When subgrade is being prepared for placement of surface course, then elevation of finished surface, at time the next layer is placed, shall not vary by more than 0.05 foot from the prescribed elevation at any point where measurement is made. 2. The Contractor shall finish lawn or unpaved areas to receive topsoil to within not more than 0.10 feet above or below required subgrade elevations. 3. The Contractor shall shape surface of areas under walks with finish surface not more than 0.50 feet above or below required subgrade elevations. 4. All excavated slopes or areas and all embankment slopes or areas, designated to be covered with topsoil or salvaged topsoil, shall be undercut to the necessary depth to provide for the specified amount of topsoil or salvaged topsoil to be placed and finished to the required grade lines and sections at no additional cost to the Owner. 5. Any corrections required per the above tolerances shall be re -graded by the Contractor at his expense unless, in the opinion of the Engineer, the variance is not harmful to the Owner, and the quantity balance is not excessively disturbed. a. If such regrading is necessary, the topsoil will be re -salvaged and re -spread at the Contractor's expense. 1.3 COMMON EXCAVATION A. This work consists of construction of excavations and embankments required to complete the project in accordance with the Plans and Specifications, but not specifically provided for elsewhere within these project's Special Provisions. B. The Contractor shall excavate and segregate all the various materials encountered to the depth as shown on the Plans and as determined by the Soils Engineer. 1. All select materials shall be used in the street and building pad construction. 2. Placement of select material in the streets shall be completed prior to using any available select material in building construction. C. Sufficient existing topsoil or organic material shall he salvaged by the Contractor to provide a minimum of four inches of cover for all disturbed portions of the project except streets (or as indicated on the landscape Plan). 1. Topsoil Removal: 16JAMOM 1.4 1.5 APPLE TREE ESTATES Chanhassen, MN a. Cut or mow and remove grass, weeds, and other vegetation before stripping topsoil. b. Remove all topsoil within grading limits and store at location designated by owner. C. Excess topsoil not designated for salvage shall be removed from the site and be disposed of by the Contractor. D. Excavation areas shall be over -excavated a minimum of four inches and mineral soil embankment areas shall be left four inches low except in streets and building pads at the owner's discretion 1. Topsoil Respread: a. Four inches of the salvaged topsoil or organic material shall be spread over over - excavated areas. b. The finished product shall have a smooth and blended appearance. C. This work is incidental to common excavation. E. All fill material in building areas or streets shall be compacted to 100% of Standard Proctor density in the upper three feet and 95% of Standard Proctor density below the upper three feet. 1. Vertical lifts shall not exceed eight inches loose thickness. 2. The Owner, at his expense, shall employ a recognized soils laboratory to run compaction tests as required to determine compliance with these requirements. a. Failure to meet the compaction requirement shall mean removal of the material involved and replacement until this requirement is met at no additional expense to the Owner. b. Cost of compaction re -tests shall be paid for by the Contractor. F. All other embankments placed shall be subject to Ordinary Compaction Requirements. 1. Ordinary Compaction Requirement is hereby defined as: one foot loose lifts at nearly optimum moisture content compacted until no further yielding is evident. 2. If so desired by the Engineer, density tests shall be taken to verify the field observations. a. Provided such tests are taken, 90% of Standard Proctor density shall be considered the minimum acceptable density. G. Any slope steeper than 4:1 shall be notched prior to placing any fill thereon. Material other than select shall be used for embankment only where designated by the Engineer. 1. This material shall be placed in the embankment by methods similar to the Ordinary Compaction Method, as is feasible. H. The edges of all backslopes and fill slopes shall be shaped to blend into the natural ground and shall be covered with a minimum of four inches of topsoil. 1. All streets shall be graded to within 0.2 feet of the grade required under this Contract. 1. The 0.2 foot tolerance shall not be consistently high or low leaving the project with an unbalanced excess or shortage of material for final street construction by others. SUBGRADE EXCAVATION A. This work consists of excavation below finished grade or twelve inches below natural ground, whichever is lower, to remove unstable, unsuitable, or organic material prior to placing embankments for street or building areas. B. The limits of this excavation will be 1/2:1 slopes providing sufficient width at the bottom of the excavation to allow a 1:1 side slope of the pad embankment (street or building pad) and length and depth as approved by the Soils Engineer or his authorized representative and to the bottom of all organic materials. 1. The excavation will be left open to allow the Soils Engineer to inspect and approve the foundation material, and take necessary tests. SELECT GRANULAR BORROW A. Select Granular Borrow, if needed, shall be material provided by the contractor to balance the project for site grading. B. The borrow material shall be granular material suitable for building pad and roadway construction, in accordance with the specifications of MnDOT 3149. GRAD -2 I I [l I [l 1 APPLE TREE ESTATES Chanhassen, MN 1.6 EROSION CONTROL (MnDOT 1717.2) AND STORM WATER MANAGEMENT (MnDOT 2573) A. The Contractor shall exercise care to provide erosion protection on slopes disturbed by construction particularly adjacent to ponds, marshes and waterways before construction begins. These areas shall be protected by properly installed silt fence or other means as approved by the Engineer. Erosion protection facilities, in place when work is started, shall be maintained unless the Engineer approves removal. The Contractor shall prevent sediment from leaving the disturbed area. Should the Contractor fail in preventing sediment leaving the disturbed area, such sediment that becomes deposited elsewhere in streets, storm sewers, ponds, or marshes downstream shall be removed at the Contractor's expense. Any and all work that may result from the ineffectual maintenance of erosion control shall be the Contractor's expense. This may include, but it is not limited to storm sewer cleaning, sod replacement, street cleaning, curb and gutter replacement and sedimentation removal 1. The Minnesota Erosion Control Association (651-351-0630) updates their reference guide yearly, which includes a list of erosion control suppliers and Contractors. Also, MnDOT maintains a list of approved Erosion Control products at hM://mnroad.dot.state.mn.us/materialdappchart.asp. B. The Contractor shall report to the Engineer, in writing, any undesirable conditions: such as sand in manholes or pipes, sedimentation in ponds, faulty erosion control measures, etc. prior to commencing work in any area. Once excavation or utility work has commenced it will be assumed that all damage to erosion control provisions or sedimentation, except that reported above, has been caused by the Contractor's operations, and it shall be the responsibility of such Contractor to make the necessary repairs. C. The Contractor shall be responsible for scheduling and conducting all of his various grading operations in a sequence that will insure that adequate drainage in all project areas is maintained at all times. 1. Adequate drainage is interpreted as dispersal of existing or precipitated water as necessary to prevent interference with grading operations, delays or accumulations adversely affecting the soils. D. Erosion and sediment control measures by the Contractor shall be continuous or recurring as may be necessary on each drainage feature to insure adequate prevention of undesirable soil movement. This may entail the construction of temporary sedimentation basins and filter barriers which will pass water but strain out acceptable percentages of the sediment load. 1. Diversion structures such as temporary compacted earth dikes, silt fences staked in place, sandbagging, side ditching and furrows shall be constructed where needed to intercept runoff before damaging concentrations can erode or pollute. E. Unless pay items are included for erosion control measures, such costs shall be incidental to the project. When a bid item for erosion control measures such as silt fence is included in the proposal, the unit price shall include all labor and materials to install, maintain and remove the erosion control measures. Payment will not be made for replacing damaged, stolen, or otherwise non-functional erosion control measures. 1.7 METHOD OF MEASUREMENT AND PAYMENT A. Common Excavation — Measurement and payment shall be plan quantity and shall be at the unit bid price. B. Subgrade Excavation — Measurement and payment shall be measured quantity. Topsoil stripping up to twelve inches will be considered incidental; therefore, twelve inches will be deducted from the measured depth in determining payment quantity. C. Select Granular Borrow — Measurement and payment shall be measured quantity. D. Definitions 1. For plan quantities, the quantity as shown on the Contract shall be considered correct and no consideration shall be given for deviations of actual quantities there from unless a change is made by the Engineer. Such change shall be measured separately and added to or deducted from Plan Quantity to determine the appropriate compensation. 2. For measured quantities, the work shall be measured and recorded during construction. GRAD -3 I I 11 11 I 1 I 1 1 GRAD -4 1 APPLE TREE ESTATES Chanhassen, MN 3. The lump sum or contract unit prices shall be compensation in full for sales tax, labor ' benefits, supervising, tools, equipment, fuel, mobilization of all equipment, clearing surface obstructions, clearing, foundation removal, subgrade excavation, common excavation, embanlanent and disposal of excess material on site, compaction treatment of subgrade, grading slopes, placing topsoil and any other operations necessary to the satisfactory completion of the work detailed in the Plans and Specifications. 1 I I 11 11 I 1 I 1 1 GRAD -4 1 APPLE TREE ESTATES Chanhassen, MN SUPPLEMENTAL CONDITIONS 1.1 SCOPE OF WORK AND INTENT OF SPECIFICATIONS A. Work under this contract shall consist of furnishing all plant, tools, equipment, materials, supplies and manufactured articles for the project. It shall also include the furnishing of all transportation and services, including fuel, power, water, and essential communications, and for performance of all labor, work, and all else necessary for the completion of sanitary sewer, watermain, storm sewer and streets together with all appurtenant items in accordance with these Plans, Specifications and Contract. 1.2 SPECIFICATIONS WHICH APPLY A. The specifications contained herein and the grading and construction plans for Apple Tree Estates together with those portions of the MnDOT Standard Specifications for Construction, 2005 Edition, and all supplemental specifications thereof, except as modified herein, shall apply. 1.3 OWNER A. The Owner for this project shall be United Properties. I. Upon completion of the work in accordance with these Plans and Specifications, the Owner will be dedicating the work within the public right-of-way to the City for perpetual maintenance subject to approval by the City Council. 2. Authorized representatives of the City shall have access to all parts of the job at all times. a. No major changes from the Plans shall be made in the work except by the authorization and approval of the Owner and Engineer. 1.4 ENGINEER, STAKING AND INSPECTION A. The Engineer for this project shall be: Plowe Engineering, Inc. 6776 Lake Dr Ste 110 Lino Lakes, Minnesota 55014 Phone: (651) 361-8210 FAX: (651) 361-8701 B. Staking will be provided by the Owner through: E.G. Rud & Sons Land Surveying, Inc. 6776 Lake Or Ste 110 Lino Lakes, Minnesota 55014 Phone: (651) 361-8200 FAX: (651) 361-8701 1. If, for any reason other than plan or staking errors, it becomes necessary to restake portions of the project which have been previously staked, the cost of said restaking shall be deducted from the final payment due the Contractor. 2. The Surveyor will not be required to stake at any one time less line and grade than the Contractor can construct in a period of three days. 1.5 BIDDER'S RESPONSIBILITY ' A. It is the responsibility of the bidder to: 1. Examine, study, and understand all bidding documents, addenda, and other related data. 2. Make field inspections and other site investigations deemed necessary to completely ' construct the project in accordance with the Plans and Specifications. a. Investigations of subsurface conditions are solely the responsibility of the bidder. APPLE TREE ESTATES Chanhassen, MN 3. Be familiar with all local, state, and federal laws and regulations that may affect cost, progress, or performance of work. 1.6 OPENING OF PROPOSALS AND AWARD OF CONTRACT A. The Owner reserves the right to open and consider the proposals at a time and place to be designated by the Owner and to award a Contract in the best interests of the Owner. B. The right is reserved to award the contract and send the successful bidder the necessary Contract at any time within thirty days after the date on which proposals are received. 1.7 MODIFICATIONS BY OWNER A. The Owner reserves the right to modify the Plans, Specifications, Special Provisions or Proposal for any individual project at any time, subject to the following conditions: I. Such modification will be made by Addendum, duly numbered and dated. 2. Such Addendum will be mailed, faxed or sent by telegram to each prospective bidder who has received a Proposal prior to the date of the Addendum, and each such bidder shall acknowledge receipt of that Addendum on this Proposal form. 3. Such Addendum will be attached to all Specifications issued after the date of the addendum and shall remain a part thereof. 1.8 STARTING AND COMPLETION DATES A. All site utility and street work shall be completed as specified in Contract. 1.9 CONTRACTOR'S SCHEDULE A. The Contractor shall prepare, with the assistance of the Engineer, a proposed schedule of operations. 1. Schedule shall indicate the number, location and type of crews working and the estimated dates of the starting and completion of various phases of the work. 2. Schedule shall be revised periodically to allow for changes that develop during the performance of the work. The Owner, through his Engineer, shall reserve the right to designate an order in which construction is to proceed to coincide with his development schedule. 1.10 CONTRACTOR'S SUPERVISION A. The Contractor's organization shall provide a foreman or superintendent on the job site at all times. 1. The foreman or superintendent shall have knowledge of the work in progress, of the plans, of specifications, and shall have the authority to make decisions regarding the ensuing operation. 1.11 PRECONSTRUCTION MEETING A. The Owner or the Engineer shall schedule a preconstruction meeting prior to the starting of any work on this project. 1. The Engineer and the Contactor will be required to attend. a. The Contractor and his employee(s) who will be in charge of supervising the work, as well as all subcontractors and other interested parties (small utilities, to include: gas, phone, electric, cable, etc.), will be present. 2. The Owner is recommended to attend. 1.12 LISTS OF MATERIALS, SUPPLIERS AND SUBCONTRACTORS A. The Contractor shall submit to the City, Owner, and Engineer a list of materials and respective suppliers as well as all tests of materials. B. The Contractor shall supply the City, Owner, and Engineer with a list of all subcontractors. I 1 I 11 1 1 1 1 1 APPLE TREE ESTATES Chanhassen, MN 1.13 CHANGE ORDERS A. Any changes in the work for any reason must be approved in writing by the Engineer and the Owner. 1. Upon such order, it will be the responsibility of the Contractor to obtain said written approval before proceeding with changed portion of the work. 1.14 WORKING HOURS A. Working hours shall be in accordance with federal, state, and local rules and ordinances. 1.15 PROTECTION OF UTILITIES A. The Contractor's attention is invited to the requirements of the General Conditions concerning protection of utilities. 1. Check all existing manholes, catch basins, gate valves boxes, stop boxes, culverts, and storm sewer lines in the construction zones to determine their condition prior to commencing construction. a. Failure to report deficiencies in writing, and have such deficiencies acknowledged in writing by the Engineer, will be cause for any required repairs and/or cleaning to be charged to the Contractor. b. The plans included in this Contract will contain information relative to the location of existing utilities to the extent that this information is available from the respective utility company. The Owner does not, however, guarantee the locations as shown on the plan, and it is the Contractor's responsibility to ascertain the final location of these utilities and to notify the utility companies prior to commencing construction. 2. Special care shall be taken in crossing of underground gas, electric and telephone main conduits by watermain, sanitary sewer, storm sewer, and their appurtenances. 3. The Contractor shall cooperate with private utility company concerned in protecting and supporting conduits for uninterrupted service. a. The utility company shall be notified immediately of any damage to conduits. 4. The Contractor shall also exercise extreme care in backfilling and compacting the trench under utility conduits which cross the water and sewer trench perpendicularly. a. Backfill immediately under the utility conduit shall be placed in lifts not to exceed one foot in depth and thoroughly compacted with an approved vibratory compactor. 1.16 DEWATERING A. The Contractor shall provide excavation dewatering as necessary to allow for construction on a stable foundation, all at the expense of the Contractor. B. Dewatering may be controlled by permit from the DNR or other agencies. 1. The Contractor is responsible for application for any necessary permits and compliance with the conditions of the permit. 2. Dewatering is required to be completed in conformance with NPDES requirements. C. The Contractor shall discharge any clean water resulting from dewatering into an approved storm sewer system. 1. No water shall be pumped onto the street. 2. No sediment laden water shall enter a storm drain, pond, or surface water without pre- treatment pond, or surface water without pre-treatment. D. Payment for dewatering shall be incidental. 1.17 PIPE BEDDING A. The contractor will prepare the pipe bedding in accordance with the provisions set forth in the City standard detail plates. 1. Where existing pipe foundation material is determined by the Engineer to be unsuitable, it shall be removed and replaced with granular foundation material. APPLE TREE ESTATES Chanhassen, MN a. This granular foundation material shall be taken from on-site areas designated by Owner. 2. Rock foundation material shall be used only when directed by the Engineer. a. Rock bedding used by the Contractor in lieu of dewatering shall be considered incidental to pipe installation and no additional compensation will be provided. 1.18 BACKFILLING AND TRENCH COMPACTION A. The contractor will prepare the subgrade in accordance with the provisions of MnDOT 2451. 1. Backfilling shall be accomplished with the use of suitable materials selected from the excavated materials to the maximum extent available and practical. a. Should materials available within the trench be deemed unsuitable or insufficient, the Contractor shall, when directed by the Engineer, replace unsuitable material beneath roadways with suitable material available from other parts of the project. 2. The removal and disposal of unsuitable material and the hauling, placing, and compacting of the surplus material shall be considered incidental to pipe installation and no payment shall be made for this item. 3. Compaction of backfill shall be done in lifts of uniform layers of loose material, not to exceed twelve inches (12") except by authority of the Engineer. a. Each lift shall be compacted over the entire width of the excavated area. 4. Service trenches are to be compacted in the same manner as the main trench. a. Where curb and gutter exist, sufficient curb and gutter shall be removed to allow the prescribed compaction over the entire area. 1.19 RIP -RAP A. Rip -rap shall conform to the provisions of MnDOT 2511. I. Rip -rap shall be hand -placed. B. Rip -rap shall be Class III quarry stone conforming to the provisions of MnDOT 3601.2B. C. Geotextile fabric use for rip -rap installation shall be Type III and conform to the provisions of MnDOT 3733. D. Rip -rap shall be extended to the bottom of the pond, creek, or ditch. 1.20 STREET SUBGRADE A. The contractor will be required to prepare the subgrade in accordance with the provisions of MnDOT 2112. 1. Prior to completion of the grading operations, the street subgrade will be staked for the Contractor so that he can satisfy himself that the rough grading performed by the grading contractor is to proper grade and compaction prior to beginning work on the project. 2. It will be graded to the following tolerances: The finished subgrade elevation shall be ±0.20 foot from plan elevation, with elevations not being predominately high or low causing an excess or shortage of material. 3. The width and location of the subgrade shall be within 1.0 foot of the width and location shown on the plans. B. Test Roll 1. Prior to placement of the aggregate or bituminous base, a test roll on the street subgrade will be performed in accordance with the provisions of MnDOT 2111. 2. The street shall be graded, rolled, compacted and shaped to the section as shown on the Plans. The area between one foot outside the back of curbs shall then be test rolled. 3. The Contractor shall provide a loaded tandem axle truck with a minimum gross weight of 25 tons. a. The Contractor shall provide a weight ticket for the test roll to the Engineer during the test roll. 4. The test rolling shall be at the direction of the Engineer. 4 APPLE TREE ESTATES Chanhassen, MN a. At the direction of the Engineer or his authorized representative, a test roll of the area shall be test rolled as directed by the Engineer ' 1.21 STREET AGGREGATE BASE A. Aggregate base shall be installed in accordance with the provisions of MnDOT 3138. 1. Aggregate base construction shall be by the method of ordinary compaction. ' a. Water truck and steel roller are required when aggregate is placed. Excess rock, when streets are toleranced, will be removed and replaced with new aggregate. 1.22 PLANT -MIXED ASPHALT PAVEMENT ' A. This work shall conform to the requirements of MnDOT 2360 except as modified or clarified herein. B. Construction requirements ' 1. Restriction a. Bituminous mixtures shall not be placed when, in the opinion of the Engineer, the weather or roadway conditions are unfavorable. b. Bituminous surface shall be placed only during the hours of daylight (except as ' noted below) and when the road surface is dry. Mixtures may be placed when the air temperature is 33 degrees F. or more and rising, but shall not be placed when the air temperature is 40 degrees F. or less and falling. t 2. Preparation of the Base a. When sweeping streets prior to any paving, the sweeping shall be performed with a pickup sweeper or in a manner, which precludes dust debris being ' deposited on the boulevard or lawn. This sweeping shall be incidental. b. Tack coat shall be applied between all layers regardless of the time between lifts in accordance with MnDOT 2357. 3. Mixture Proportions for the Job Mix Formula ' a. All mixtures shall meet the mixture design requirements for MnDOT 2360. 4. Rolling and Compaction a. A control strip shall be constructed at the beginning of the work on each lift of ' each course and meet the requirements of MnDOT 2360.6C. After the mixed material has been placed as specified, the initial rolling shall be accomplished by means of a tandem steel -wheeled roller. The rolling shall follow as closely behind the spreading operation as practicable without causing undue displacement or pickup of the mixture. The rolling shall begin longitudinally at the outer edges of the course and progress toward the centerline. Each pass of the roller shall overlap the preceding pass by at least one-half the width of the ' roller and shall terminate at least three feet in advance of or to the rear of the termination of the preceding pass. Following the initial rolling, the entire surface 1 5 aggregate base may be required, once the base section has been constructed. ' 5. Test rolling is incidental to street construction. 6. The roadbed will be considered unstable if, under the operations of the test roll, the surface shows yielding or rutting of more than one inch, measured from the original surface to the bottom of the rut, or as determined by the Engineer. 7. The Engineer shall be notified at least (24) hours in advance of the proof rolling so that this test may be observed. 8. The Contractor shall take any steps necessary to protect underground pipe or utility ' installations during these operations. Any underground installations damaged shall be replaced at the Contractor's expense. 9. Any spots or displacements, which appear during test rolling shall be corrected by ' scarifying, drying, aerating, or watering and recompacting as required to obtain stability or by excavating to solid material and backfilling with material suitable for base construction. Unsuitable material, such as vegetation, rubbish, large stones, peat, and wet clay shall be removed and disposed of as directed by the Engineer. After correction, the area shall be test rolled as directed by the Engineer ' 1.21 STREET AGGREGATE BASE A. Aggregate base shall be installed in accordance with the provisions of MnDOT 3138. 1. Aggregate base construction shall be by the method of ordinary compaction. ' a. Water truck and steel roller are required when aggregate is placed. Excess rock, when streets are toleranced, will be removed and replaced with new aggregate. 1.22 PLANT -MIXED ASPHALT PAVEMENT ' A. This work shall conform to the requirements of MnDOT 2360 except as modified or clarified herein. B. Construction requirements ' 1. Restriction a. Bituminous mixtures shall not be placed when, in the opinion of the Engineer, the weather or roadway conditions are unfavorable. b. Bituminous surface shall be placed only during the hours of daylight (except as ' noted below) and when the road surface is dry. Mixtures may be placed when the air temperature is 33 degrees F. or more and rising, but shall not be placed when the air temperature is 40 degrees F. or less and falling. t 2. Preparation of the Base a. When sweeping streets prior to any paving, the sweeping shall be performed with a pickup sweeper or in a manner, which precludes dust debris being ' deposited on the boulevard or lawn. This sweeping shall be incidental. b. Tack coat shall be applied between all layers regardless of the time between lifts in accordance with MnDOT 2357. 3. Mixture Proportions for the Job Mix Formula ' a. All mixtures shall meet the mixture design requirements for MnDOT 2360. 4. Rolling and Compaction a. A control strip shall be constructed at the beginning of the work on each lift of ' each course and meet the requirements of MnDOT 2360.6C. After the mixed material has been placed as specified, the initial rolling shall be accomplished by means of a tandem steel -wheeled roller. The rolling shall follow as closely behind the spreading operation as practicable without causing undue displacement or pickup of the mixture. The rolling shall begin longitudinally at the outer edges of the course and progress toward the centerline. Each pass of the roller shall overlap the preceding pass by at least one-half the width of the ' roller and shall terminate at least three feet in advance of or to the rear of the termination of the preceding pass. Following the initial rolling, the entire surface 1 5 APPLE TREE ESTATES Chanhassen, MN 1.23 CONCRETE CURB AND GUTTER A. The contractor shall construct and install concrete curb and gutter in accordance with the provisions of MnDOT 2531. B. General 1. The sidewalk may be curved and/or raised if necessary to save trees or other improvements as determined by the Engineer. 2. Existing concrete and bituminous driveways shall be sawed at the point where the new work will abut the existing drive. 3. String lines or forms shall not be left in place through driveways at night, or during weekends and holidays or when workers are not present. C. Material and Construction Requirements 1. Except when otherwise noted in the Supplemental Conditions a MnDOT Certified plant shall provide all ready -mixed concrete. All materials and construction requirements shall conform to MnDOT Specification and the following: a. Structures I The curb and gutter shall be built to fit any drainage structures, which may be encountered. Normally final adjustment of structures shall be made at the time forms are set. The transitions from the regular curb and gutter sections shall be constructed as directed by the Engineer. The exposed surface shall be left in front of any structures. Curb and gutter shall be poured with full forms on the front; no overpour will be allowed in front of curb and gutter catch basins. b. Joints 1 Contraction joints shall be placed in the sidewalk at five-foot intervals and shall align with like joints in the adjoining or neighboring work. Contraction joints shall be approximately 1/8" in width and shall be cut to a depth of at least 1/3 the structure thickness, but not less than 3/P. shall be rolled by pneumatic -tired rollers until there is not further evidence of consolidation. The Contractor shall furnish documentation of the growth curve to the Engineer. The finish rolling of the wearing course shall be done with a tandem steel wheeled roller until all roller marks are eliminated. b. The use of vibratory rollers will be permitted by written authorization of the Engineer as an alternate to any of the above described procedures or equipment where equivalent results can be obtained. After compaction, the surface shall be smooth and true to crown and grade as shown on the Plans. 5. Miscellaneous Details of Construction a. Transverse joints in adjacent strips shall be separated a minimum of five feet. When material is placed in more than one layer, longitudinal joints shall be separated a minimum of one foot. Traffic shall not be permitted over an unmatched longitudinal joint except at locations directed by the Engineer. b. When making a connection to an existing bituminous stabilized surface, the plant -mixed bituminous surface shall be tapered to provide a smooth connection as directed by the Engineer. When connecting to an existing asphaltic concrete mat, the joint shall be made vertical and painted with a uniform coat SC or RC bituminous material C. Unless otherwise directed by the Engineer the construction of each pavement course shall start at the point farthest away from the mixing plant and progress toward the plant, so that no hauling will done over freshly laid pavement. d. Bituminous material shall not normally be deposited on the road if the rolling cannot be completed before dark. e. Weight of the trucks shall be controlled so that no damage will be inflicted upon the base or any haul road. 1.23 CONCRETE CURB AND GUTTER A. The contractor shall construct and install concrete curb and gutter in accordance with the provisions of MnDOT 2531. B. General 1. The sidewalk may be curved and/or raised if necessary to save trees or other improvements as determined by the Engineer. 2. Existing concrete and bituminous driveways shall be sawed at the point where the new work will abut the existing drive. 3. String lines or forms shall not be left in place through driveways at night, or during weekends and holidays or when workers are not present. C. Material and Construction Requirements 1. Except when otherwise noted in the Supplemental Conditions a MnDOT Certified plant shall provide all ready -mixed concrete. All materials and construction requirements shall conform to MnDOT Specification and the following: a. Structures I The curb and gutter shall be built to fit any drainage structures, which may be encountered. Normally final adjustment of structures shall be made at the time forms are set. The transitions from the regular curb and gutter sections shall be constructed as directed by the Engineer. The exposed surface shall be left in front of any structures. Curb and gutter shall be poured with full forms on the front; no overpour will be allowed in front of curb and gutter catch basins. b. Joints 1 Contraction joints shall be placed in the sidewalk at five-foot intervals and shall align with like joints in the adjoining or neighboring work. Contraction joints shall be approximately 1/8" in width and shall be cut to a depth of at least 1/3 the structure thickness, but not less than 3/P. I [1 1 [1 1 C. d. APPLE TREE ESTATES Chanhassen, MN 2 In six-inch concrete walk for driveways, contraction joints shall be placed so that no slab is larger than 100 square feet in area. 3 Expansion joints shall be placed in curb and gutter and in sidewalk at the beginning and end of all radii, and shall align with like joints in adjoining work. Expansion joints shall also be placed against all existing fixed objects. Placing Concrete 1 Hot weather placement shall follow the requirements of ACI 305R and cold weather placement shall follow the requirements of ACI 306R. Concrete shall not be placed on any foundation whose temperature is 32 degrees or less. During cold weather, concrete may be placed when the air temperature in the shade is 33 degrees F or more and rising; concrete shall not be placed when the air temperature is below 40 degrees F. and falling. In no case shall concrete by placed upon frozen subgrade. If the concrete has been place in accordance with the above provisions and the temperature drops to 32 degrees F. or less, the concrete shall be covered with insulating blanket or polyethylene and a sufficient depth of straw to prevent freezing. The concrete shall be protected from any falling precipitation. 2 All concrete surfaces poured after October I" shall be cured with extreme service membrane or insulation and oil -treated in accordance with MnDOT Specifications 2521 and 2531. 3 Apply membrane to all exposed surfaces, including formed surfaces. 4 Apply membrane to the back of curb and face of gutter as soon as forms are stripped. 5 No. 4 reinforcing bars shall be placed in the concrete adjacent to manholes, catch basins and at other locations where the concrete is like to crack, as approved and are incidental to the concrete unit price. 6 Curing compound shall be applied within one hour after finishing at the approximate rate of one gallon per 150 square feet of surface curing area. Stamped Texture (verify patterns and locations with Engineer or Owner) I In areas that require stamped textures, the Contractor shall texture the concrete with a "soldier course used brick" design adjacent to the back of curb and a "running bond used brick" design on the remainder width of the concrete. This basic design shall be reversed around planting beds in island areas. The 4" concrete shall be isolated from the adjacent concrete surfaces with 0.5" expansion material. The stamping shall be space to create equal joints so that the entire width of the concrete surface is covered with the brick texture. Contraction joints shall be saw cut to a depth of 1" to encourage cracking to follow the textured pattern at maximum five (5) foot intervals to match joints in the adjacent concrete curb. Saw joints at light poles, hand holes, gate valves, and other surface appurtenances. 2 The Contractor shall use a minimum of three stamping tools for the "running bond" pattern and two stamping tools in the "soldier course" pattern. These tools shall be provided by the Contractor and shall be clean and the design distinct. Approval of the stamping tools, by the Engineer, is required before work begins. The pattern shall be based on standard brick sizes (2 %d' x 3 ''/4" x 8") with concave or rodded joints. Texture samples shall be made and submitted to the Engineer for approval before any work begins. 3 An area shall be designated by the Contractor and approved by the Engineer for a test section of at least 50 square feet to be constructed. LM APPLE TREE ESTATES Chanhassen, MN Backfill 1. As soon as the concrete (including, but not limited to, curb and gutter and sidewalk) has attained sufficient strength, the area in front and back of the concrete shall be backfilled with suitable material. The amount of concrete in place, but not completely backfilled at any time, shall be limited to 4000 lineal feet. The backfill material behind the concrete must be approved by the Engineer. Where sod or seed is to be installed a minimum of four inches of topsoil must be placed. The material on the street side of the curb shall be granular material suitable for base construction. The backfill shall be graded, shaped and compacted to the section shown on the Plans. Driveways shall be regraded to a usable condition as soon as the concrete has gained sufficient strength. Completion of Curb and Gutter The texture of the design patterns must be submitted for approval before any test sections are attempted. The Engineer shall be given 24 hours advanced notice before any test sections are poured so that the method of installation can be approved. 4 Stamping of Pedestrian Curb Ramps will not be permitted. 5 Before texturing tools are applied to the concrete surface, an approved release agent shall be applied in accordance with the manufacturer's specifications. 6 While the concrete is still in its plastic state, apply the tool texture pattern to the surface of the concrete. Tools shall be properly tamped into the surface to achieve the surface texture approved by the Engineer. 7 Around all permanent objects in the special surface treatment area (i.e. street light bases) 0.5" flexible expansion material shall be placed and a 4" "reveal" tooled to provide an edge for the stamped pattern. This tooled "reveal" shall be placed around openings for signposts and other small openings without the expansion material. 8 Control joints shall be cut no later than 12 hours after the concrete has been placed. Excess release agent shall also be removed at this time. e. Color 1 The concrete for mixture with the color agent shall be Mix Number 3Y46 as specified in MnDOT Specification 2461. 2 The color of the mixture end product shall be autumn brown (or chocolate), B-8, Autumn Brown Color Hardener/Release Agent Color by Bomanite Corp or approved equal may be used. The Engineer shall approve the shade of the color. The Contractor shall demonstrate the color on the textured sample submitted for approval. Final approval shall be based on the test section poured and textured at the job site. 3 Concrete shall be delivered to the site in a revolving drum agitator batch truck properly equipped with a device, which will indicate and control the number of revolutions at mixing speed. 4 The driver shall possess a batch ticket indicating the number of bags of Portland cement in the batch. Color shall be added to the mixture at a rate of seven pounds per bag of cement (approximately 4% mixture). The batch shall then be agitated for and additional 50 revolutions but not more than a total of 150 revolutions on any batch (i.e. no batch reading the job site may have more than 100 revolutions of agitation before color is added). 5 The concrete shall be placed and screeded to grade, then floated using standard practice. 6 An approved color sealant shall be applied with a minimum of one coat in accordance with manufacturer's specifications. Color sealant shall be Bomanite or approved equal. Backfill 1. As soon as the concrete (including, but not limited to, curb and gutter and sidewalk) has attained sufficient strength, the area in front and back of the concrete shall be backfilled with suitable material. The amount of concrete in place, but not completely backfilled at any time, shall be limited to 4000 lineal feet. The backfill material behind the concrete must be approved by the Engineer. Where sod or seed is to be installed a minimum of four inches of topsoil must be placed. The material on the street side of the curb shall be granular material suitable for base construction. The backfill shall be graded, shaped and compacted to the section shown on the Plans. Driveways shall be regraded to a usable condition as soon as the concrete has gained sufficient strength. Completion of Curb and Gutter APPLE TREE ESTATES Chanhassen, MN All sections of curb and gutter including radii and fill-ins at catch basins shall be completed within three days after the curb and gutter work has been started on a street. The Contractor may need to provide temporary erosion control before the concrete work is backfilled. This erosion control is considered incidental and no additional compensation will be provided. The method must be approved by the Engineer. 1.24 PEDESTRIAN CURB RAMPS A. Sidewalk ramps as detailed in the Plans shall be constructed where indicated on the Plans or as directed by the Engineer. The curb and gutter shall be removed when required to construct the sidewalk ramp as detailed. Each ramp on the existing curb and gutter shall be completed as soon as possible after curb removal. The sidewalk ramps may be modified by the Engineer to match existing conditions or to avoid obstructions. No additional compensation will be provided for these modifications. B. Pedestrian curb ramps shall be constructed in accordance with the most current ADA Accessibility Guidelines (ADAAG) and shall include a detectable warning field installed according to manufacturer's recommendation as detailed in the plans and specifications. 1. The Contractor will use a detectable warning surface tile from the MnDOT product list for truncated dome systems that is available at: httl2://www.inrr.dot.state.mn.us/material/materials.asp. 2. All truncated dome systems shall be installed in strict accordance with the recommendations of the manufacturer. Stamping of the truncated dome system will not be permitted. The installation protocol shall include details regarding product specific construction requirements and how the system will be sealed to mitigate freeze/thaw damage through moisture intrusion. The Contractor will provide this information to the Engineer for approval two weeks prior to commencement of work along with a the sample minimum size of 6" x 8" of the product proposed for use. 3. The entire truncated dome area (2' x 4' typically) shall contrast visually from the adjacent walking surfaces. The City may require the use of colored concrete in these areas. All manufactured products shall have homogenous coloring integrated throughout the thickness of the product. A color placed only on the surface of the concrete is not allowed. Sealing compounds that discolor the concrete shall not be used. The color shall be: a. Charcoal Gray by Transpo-Dark Grey by Armour Tile -Charcoal by Hanover or approved equal (Contractor to verify color and truncated dome requirements with City Engineer.) 4. The Engineer shall determine compliance with the requirements for color contrast. 5. The tolerance for elevation differences between tile and adjacent surface is 1/16". At the time of construction, all truncated dome systems are specified to be in dimensional and alignment compliance with the requirements of the ADAAG as detailed in the plan. C. No special pav item shall be made for pedestrian curb ramps or truncated domes (unless noted in the bid tab 1.25 UTILITY CUT -IN CONNECTIONS A. The Contractor shall notify City Public Works forty-eight (48) hours in advance of any shut down of the existing utility systems. 1. The Contractor shall be required to notify all affected customers as to the time and length of shut down. 2. Only City staff shall operate valves and hydrants as necessary to allow the Contractor to make connections to the systems and to allow testing of the new watermain and appurtenances. 1.26 ADJUST UTILITY CASTINGS IA. Prior to the start of bituminous surfacing, the contractor shall inspect all water valve boxes to assure that they are clean, vertical, undamaged, and the valves operable. I� APPLE TREE ESTATES Chanhassen, MN 1. Misaligned or damaged boxes shall be replaced and all boxes lowered and manhole castings replaced. 2. Contractor shall use appropriate device to turn telescoping valve box to desired elevation without doing any damage to valve box. 3. Owner's representative shall verify valve box is plumb prior to Contractor paving. B. Manhole adjustment rings and frames shall be set in a full bed of mortar: wood shims shall not be permitted. I. Contractor shall remove casting, existing grade rings, bricks and/or mortar in manner so as not to damage existing casting or top section of structure. 2. Contractor shall set new precast concrete grade rings and casting in full mortar bed. C. The tops of boxes and castings shall be set at an elevation approximately one-quarter inch (1/4") below the finished grade and cross section of the street. D. Bituminous base removed for the adjustments shall be replaced and thoroughly compacted by mechanical tamper and roller. 1.27 SANITARY SEWER TESTING A. All testing shall be performed by the Contractor at his expense without any direct compensation being made therefore and he shall furnish all necessary equipment and materials, including plugs and standpipes as required. 1. Lamping a. Each section of the sewer line between manholes shall be straight and uniformly graded. Each section will be lamped. Lamping will be performed by the Engineer or his authorized representative. The Contractor shall furnish suitable assistance to help the Engineer. 2. Televising a. Contact City to determine if televising is required. B. Prior to final acceptance of each section of sewer line, the Contractor shall flush a ball, the full diameter of the sewer, through the line. I. This shall be done to remove any dirt or debris which has entered the new installation. 2. The dirt and debris shall be prevented from entering the existing sewer system by means of water -type plugs or other suitable methods. 1.28 SERVICE INSTALLATIONS A. The Contractor shall keep accurate records of all service installations as to type, location, elevation, point of connection and termination, etc. Service installations shall not be back-filled until all required information has been obtained and recorded. 1.29 TRAFFIC CONTROL, ACCESS ROADS, AND USE OF CITY STREETS A. The Contractor shall furnish, erect and maintain signs and barricades as provided in "The Manual on Uniform Traffic Control Devices; Part VI, Standards and Guides for Traffic Controls for Street and Highway Construction, Maintenance, Utility, and Incident Management Operations". 1. The Contractor shall notify the Owner, local police, school district, and fire department a minimum of twenty-four (24) hours prior to the proposed partial blockage or closure of any street or public right-of-way. Contractor shall notify adjacent residents or businesses at least twenty-four (24) hours prior to closing their driveway access. 2. No street or public right-of-way shall be closed without the proper approval of the City. 3. Traffic control shall be the sole responsibility of the Contractor. 4. All traffic control devices shall be inspected daily. Warning lights shall be checked weekly by the Contractor or his representative for proper operation and cleaned as required. All broken or ineffective traffic barriers, warning signs, and warning lights shall be replaced immediately. B. Access Roads 1. Construct and maintain temporary roads and driveways accessing public thoroughfares to serve construction area. 10 1 APPLE TREE ESTATES ' Chanhassen, MN 2. Extend and relocate as Work progress requires. Provide detours necessary for unimpeded ' traffic flow. 3. Provide and maintain emergency vehicle access on the project; also provide and maintain access to fire hydrants, free of obstructions. t 4. Provide means of removing mud from vehicle wheels before entering streets. 5. Designated on-site roads may be used for construction traffic. a. Maintain Owner's existing roads and public roads used during construction free from accumulations of dirt, mud and construction debris resulting from ' construction operations. C. The Contractor shall exercise care in providing and maintaining temporary site roadways and existing roadways used during construction operations to minimize conditions that would cause ' dust to become problematic. 1.30 TESTING OF MATERIALS A. The cost of testing of materials supplied on the project, to verify compliance with the specifications, shall be home by the Contractor. There will be no special pay item for testing ' 1.31 DEFECTIVE MATERIALS OR WORKMANSHIP A. If material or workmanship supplied by the Contractor is rejected by the City Engineer or his designated representative as defective or unsuitable, then such rejected material shall be removed, ' disposed of off the site, and replaced with approved material; and the rejected workmanship shall be done anew to the specifications and approval of the City 1.32 EROSION AND SILTATION CONTROL ' A. Extreme care shall be exercised in all phases of the project to control erosion and siltation into drainage ways. B. The Contractor shall be required to comply with best management practices of"Protecting Water Quality in Urban Areas", published by the Minnesota Pollution Control Agency. 1. Erosion control measures shall be in place prior to beginning work. 2. Maintain and regularly inspect erosion control measures to ensure proper function. 3. Remove erosion control measures upon stabilization of site. ' C. The Contractor shall provide interim sumps of adequate size to intercept silt in areas of concentrated runoff. 1. These sumps shall be maintained in such a manner as to prevent siltation of the natural ' ponding areas, storm sewers and flood plain downstream from the project. D. Seeding and mulching or sodding shall be required in all areas disturbed, as noted in the Plans or as directed by the Engineer for the purposes of erosion control. ' 1.33 INCIDENTAL AND MERGED ITEMS A. The cost of all material and labor required to complete this project as specified and shown on the plans, but not specifically included as a pay item, shall be merged with the various unit prices bid. ' B. Any and all additional items of work or other items that must be done to fully complete this project shall be considered incidental to the bid items as bid. ' 1.34 PROTECTION OF SURVEY MONUMENTS A. Survey monuments (survey control points, block corners, lot irons, etc.) may be in place or may be installed during the construction period. B. The Contractor shall protect all survey monuments that are marked in the field to be saved. ' 1. In case the Contractor disturbs any monument or stake without orders from the Engineer, the Contractor will be charged the cost of the survey and other work required to relocate same. ' 2. All existing survey monuments will be replaced at completion of project. ' 11 APPLE TREE ESTATES Chanhassen, MN 1.35 STORAGE OF EQUIPMENT AND MATERIALS A. The Contractor may make use of the Owner's property for the storage of equipment and materials required for the work during the period of the contract. I . The written approval of any other property owner used for such storage shall be obtained by the Contractor and a copy of said approval supplied to the City and the Engineer. 2. The Owner accepts no liability for any damages and/or claims that may occur as a result of using private property for storage purposes. B. The Contractor shall be responsible for loss or injury to persons or property during construction and shall provide security and take precautionary measures as necessary to protect Contractor's and Owner's interest and the public. 1.36 AIR, WATER, AND NOISE POLLUTION A. Pollution of natural resources of air, land, and water by operations under this Contract shall be prevented, controlled and abated in accordance with the rules, regulations and standards adopted and established by the Minnesota Pollution Control Agency. I. The Contractor shall be responsible for dust control as an incidental item. B. Operations will be conducted to cause least annoyance to residents in the vicinity of the work, and will comply with local ordinances and regulations. I. Mufflers and silencers shall be maintained in good working order to minimize noise. 1.37 NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT A. Pollution of natural resources of air, land and water by operations under this Contract shall be prevented, controlled, and abated in accordance with the rules, regulations, and standards adopted and established by the Minnesota Pollution Control Agency (MPCA) and in accordance with the provisions of MnDOT 1717. B. By signing the NPDES permit, the Contractor is co-permitee with the Department to ensure compliance with the terns and conditions of the General Storm Water Permit (MN 11I00001) and it responsibilities for those portions of the permit where the operator is referenced. 1. The Contractor shall post the permit in an accessible location on-site at all times. 2. The Contractor shall have a copy of the Storm Water Pollution Prevention Plan (SWPPP) on-site at all times. 3. The Contractor shall be solely responsible for complying with the requirements listed in Part II.B and Part IV of the General Permit. 4. The Contractor shall be responsible for providing all inspections, documentation, record keeping, maintenance, remedial actions, and repairs required by the permit. 1.38 SITE MAINTENANCE A. Streets: 1. Maintenance of the streets and areas under construction, detours, by-passes and equipment yards used in conjunction with the project shall be the responsibility of the Contractor. 2. Maintenance shall include keeping the streets free of obstacles, parked equipment, barricades that are not in use, blading the traveled ways, and controlling the dust in the construction area. 3. To protect existing streets from damage, the Contractor shall provide and use only rubber - tired dozers, front-end loaders and other necessary equipment on all work where street pavements or portions of pavements are undisturbed for the protection of the pavements or in such locations as the Engineer may direct. a. No compensation will be allowed the Contractor for replacement of damaged utilities and resurfacing or replacing damaged pavements. 4. Streets in the area not under construction shall be kept free of construction materials, dirt, and other undesirable material. B. Haul Roads: 12 APPLE TREE ESTATES Chanhassen, MN I . The Contractor shall be responsible for construction of all necessary temporary haul roads required to complete the required excavation and disposal. 2. Construction of temporary haul roads shall also include placement of necessary granular material over existing bituminous roadway surfaces. a. This material shall be of sufficient depth to allow for protection of existing bituminous surfaces. 3. Construction of necessary haul roads shall be considered an incidental item to other construction items and no direct compensation will be made. C Dust Control (MnDOT 2130): 1. When dust becomes or appears to be becoming a nuisance or problem to the area or nearby residents, it shall be the responsibility of the Contractor to immediately alleviate the undesirable conditions. 2. The maintenance responsibility herein described shall be inherent to the Contractor and shall be applicable at all times, including weekends and holidays, throughout the construction period. 3. The Contractor shall provide periodic inspection of the project, particularly during and after storms, to maintain blinker and barricades, provide dust and erosion control and general maintenance. 4. If the contractor is negligent in this respect, the City reserves the right to perform this work with its own forces at overtime rates. a. The costs of such work will be charged to the Contractor. 5. The Contractor shall famish and apply all water necessary on the project, including water used as dust palliative, washing of equipment, etc., and that such water shall be considered as an incidental item to the Contract and no direct payment will be made therefore. a. If the Contractor elects, he may use water from the City's water distribution system, provided he makes suitable arrangements with the Water Department. b. Water from private sources may be used only if permission has been granted by the property owner. D. Where materials or debris have washed or flowed into or have been placed in ditches, gutters, drains, catch basins or elsewhere as a result of the Contractor's operations, such material or debris shall be removed and satisfactorily disposed of during progress of the work.. All ditches, channels, drains, etc., shall be kept in clean and neat condition. E. Disregard of this provision shall be cause for suspension of the project until the Contractor can show evidence that men have hired specifically to perform the above work and will be on the project at all times. 1.39 MODULAR BLOCK RETAINING WALLS (MnDOT 2411) A. All segmented block walls shall meet the requirements of MnDOT Technical Memorandum No. 03-07-MRR-03, dated April 11, 2003. 1. The blocks shall conform to the strength and freeze/thaw requirements stated in the memorandum. B. The walls shall be constructed in the location and configuration as shown on the Plans. The Engineer reserves the right to alter this alignment to improve constructability and aesthetics. C. The walls shall be segmented block walls similar to those manufactured by (or approved equal): 1. Keystone Retaining Wall Systems 2. Rockwood Wall Systems 3. Anchor Wall System 4. Allan Block 5. Versa -Lok D. The Owner shall approve the wall system colors. Generally, wall units shall be a tan -terracotta color with the cap units to match. The texture of the block shall be beveled and split faced. Product information shall be supplied to the Owner to approve the color and texture. 13 APPLE TREE ESTATES Chanhassen, MN E. The wall system shall be constructed in accordance with the manufacturer's recommendations upon approval of the design methodology by the Engineer. Walls taller than four (4) feet are to be designed by a Minnesota licensed en ig neer. These plans shall be submitted to the City for review and shall be signed by said, Minnesota licensed engineer. F. The wall shall conform to the following specifications and typical section requirements: 1. The detailed drawings shall contain all the necessary information for the construction of the wall. Included shall be a typical section detailing excavation limits, geotextile locations, block embedments, leveling pad dimensions, backfill, etc. Include as many sections and other views necessary for the construction and inspection of the wall. The information on embedment, geotextile location san geotextile lengths as they relate to wall heights may be shown in tabular form. Also included shall be the pertinent information on the individual blocks and the geotextile material. 2. All plan sheets shall clearly identify the name of the responsible engineering firm and name of the person certifying the plan. Each sheet shall be certified. Notes for typical section: a. The minimum depth of block embedment shall be two (2) feet measured perpendicular to the slope unless a detailed analysis shows a greater depth is required (AASHTO 5.8). b. The minimum reinforcement length required on walls taller than four (4) feet shall be 70 percent of the total wall height unless a detailed analysis shows a longer length is required (AASHTO 5.8). C. Geotextile vertical spacing to be determined by detailed analysis. d. A 4" drainage pipe, MnDOT 3278, wrapped in Type 1 geotextile, MnDOT 3733, is required on walls taller than four (4) feet. 1 The Project Engineer has the option of having additional drains placed to intercept any water -bearing soil strata discovered during construction. e. Backfill shall be a minimum of two (2) feet of drainage aggregate immediately behind the wall. Aggregate material shall be no finer than clean 1" to No. 4 gradation. f Compaction to be in accordance with MnDOT 2105.3172, Quality Compaction. g. Slope determined by in-situ soils and/or OSHA regulations. h. Type 1 geotextile to be placed on back side of facing blocks as shown on the detail in the plans. i. The leveling pad shall be either unreinforced concrete or compacted aggregate. The thickness shall be as determined by analysis, but in no case shall be less than 6". j. Show slope and/or surcharge loading on fill being retained. 3. If a fence is required along the top of the wall, the wall shall be designed to include the additional loading. 4. When the longitudinal slope of the footing is greater than 10:1, the footing may be stepped. 5. Utilities shall be located outside the construction limits of the retaining wall. Any utilities needing to be located within the area shall be installed as the wall is being constructed. Once the geotextile layers are installed, neither the geotextile nor the utility shall be disturbed at any time. Any future maintenance on the utility will require dismantling the wall. 1.40 LIVE TAP TO EXISTING WATERMAIN A. Installation: ' I. Schedule tap with Director of Public Works a minimum of two (2) working days in advance. 2. Use approved tapping machine designed specifically for tapping under pressure. 3. Chlorinate/disinfect fittings and pipe prior to assembly. ' 14 , APPLE TREE ESTATES ' Chanhassen, MN 4. Install tapping sleeve and valve in accordance with manufacturer's instructions. Maintain ' separation from ends of sleeve to adjacent joints or fittings. Install a solid concrete block beneath valve for support. 5. Tapping Crew shall perform an air pressure test on the installed tapping sleeve and valve. ' 6. When tapping sleeve or tapping valve leaks, it is sole responsibility of the Contractor to remove, reinstall, and replace, if necessary, tapping sleeve and tapping valve. Retest reinstalled or replaced sleeves and valves until they achieve satisfactory test results. 1.41 METHOD OF MEASUREMENT AND PAYMENT A. Sanitary Sewer, Watermain, and Storm Sewer 1 Sewer Pipe — Measurement and payment shall be at the contract unit price per linear foot of each size and depth of pipe installed and shall include excavation, dewatering, granular bedding, delivery, handling, laying, inspecting, grade control, gaskets, backfilling, deflection testing, televising, and pressure testing. Measurement shall be in-place lineal feet from center to center of ' manholes with no deduction for fittings. Standard Manhole or Catch Basin — Measurement and payment shall be at the contract unit price for each manhole or catch basin up to eight (8) feet of depth including frame and cover. Manhole or catch basin depths shall be measured in lineal feet from the invert of the lowest pipe to the top of the cover or grate. ' Standard Manhole or Catch Basin Extra Depth — Measurement and payment shall be at the contract unit price for each foot of structure depth over eight (8) feet. Manhole or catch basin depths shall be measured in lineal feet from the invert of the lowest pipe to the top of the cover or grate. ' Sanitary Sewer Inside Drop — Measurement and payment shall be at the contract unit price per each size and depth of inside drop connection made and included excavating, dewatering, ' furnishing materials, installing and connecting fittings, waterproofing, core -drilling into existing manhole, connection to new or existing manhole, and backfilling. Sewer Wye and Bend — Measurement and payment shall be at the contract unit price per each Wye ' and bend installed and includes furnishing and installing the wye. Standard Manhole or Catch Basin Excess Depth — Measurement and payment shall be at the ' contract unit price per linear foot of structure constructed greater than eight (8) feet. Sanitary Sewer Service Pipe — Measurement and payment shall be at the contract unit price per linear foot of each size of lateral installed and shall include excavation, dewatering, delivery, handling, laying, inspection, grade control, joints, backfilling and pressure testing. Connect to Existing Sewer— Measurement and payment shall be at the contract unit price per each ' connection made to an existing pipe or manhole and includes excavating, dewatering, materials, labor, equipment, and backfilling as necessary to break into the existing structure and insert, reconstruct and grout structure as needed. ' Connect to Existing Watermain — Measurement of each size shall be measured by each complete unit installed as specified. Payment shall be for furnishing equipment, materials, tools, labor, fitting, and incidentals to complete work. ' Granular Foundation Material — Measurement shall be at the contract unit price per cubic yard of material famished and installed. Payment per each material shall be based on load slips for each ' load delivered to the job site, collected on the day of delivery by the project representative. Weight slips will only be collected that contain the following information: truck number, date, leave time, 1 15 APPLE TREE ESTATES Chanhassen, MN gross weight, tare weight, and net weight. This item is not granular bedding included in bid price per linear feet of pipe. Pipe Foundation Rock — Measurement and payment shall be at the contract unit price per ton of foundation rock furnished and installed. Weigh tickets shall be provided at the end of each day. Storm Sewer Pipe — Measurement and payment shall be at the contract unit price per linear foot of each size and type of pipe installed and shall include excavation, dewatering, delivery, handling, laying, inspection, grade control, joints, and backfilling. Flared -End Section — Measurement and payment shall be at the contract unit price each size and type of flared -end section installed and shall include excavation, dewatering, delivery, handling, laying, inspection, grade control, and backfilling. Rip -Rap with Geotextile Filter Fabric — Measurement and payment shall be at the contract unit price per cubic yard of rip rap installed with geotextile filter fabric. Measurement shall be weigh tickets provided to and approved by the Engineer for the quantity of rip -rap installed. Watermain — Measurement and payment shall be at the contract unit price per lineal foot for each size and type of watermain installed and includes the famishing of the pipe, rubber gaskets, joints, delivery, handling, laying, excavation, dewatering, backfilling, testing, shop inspection, grade control, and all other materials and work necessary to install the pipe complete in place as shown on the plans. Measurement shall be in-place lineal feet of pipe. Fittings shall be incidental to watermain pipe installation. Hydrant — Measurement and payment shall be at the contract unit price per each hydrant installed and includes furnishing the hydrant and valve, excavation, dewatering, crushed rock, concrete base, restraining devices, 6 -inch gate valve with box, and 6 -inch ductile iron pipe between valve and hydrant, testing, and backfilling. Valve and Box — Measurement and payment shall be at the contract unit price per each size and type of valve installed and includes the valve, box, lid, and any necessary extensions. If the main is installed deeper than nine (9) feet, an extension to the valve stem shall be provided and installed by the Contractor to bring the valve stem to normal operating depth. The extension shall be incidental to the cost of the valve. Fittings — Measurement and payment shall be at the contract unit price and shall be based on weight per pound of each fitting installed and furnishing and installation of all materials and accessories necessary. Glands, gaskets, bots, and restraining devices shall be excluded from the weight of the fittings. Weiehts for fittin¢s will be based on C-153 weights. Fittings shall be incidental to watermain pipe installation. Water Service Connection — Measurement and payment shall be at the contract unit price for each corporation stop and shall include excavation, dewatering, famishing al necessary materials, corporation stop, curb stop and box, tapping materials, saddle where required, tapping the main, testing, connections to main and copper service pipe, and backfilling. Copper Service Pipe — Measurement and payment shall be at the contract unit price per linear foot for actual copper pipe installed and includes excavation, dewatering, handling, delivery, installation, cutting, flaring, testing, and backfilling. Connect to Existing Watermain — Measurement and payment shall be at the contract unit price based on each connection made, regardless of size, and includes excavation, dewatering, removal 16 B APPLE TREE ESTATES Chanhassen, MN of existing plug, reaction blocking and/or restraining devices, cleaning of existing water main, connection of new water main, and backfilling. Wet -Tap Connection — Measurement and payment shall be at the contract unit price based on each connection made, regardless of size, and includes excavation, dewatering, tapping tee or saddle, reaction blocking and/or restraining devices, tapping valve and box, and backfilling. Insulation — Measurement shall be at the contract unit price based on a square foot basis for sheet style insulation complete and installed and includes all materials necessary to secure in-place. Insulation shall be considered incidental and no soecial oavment shall be made. STREETS Subgrade Preparation — Measurement and payment will be at the contract unit price per road station (100 feet), measured along centerline of roadway installed. Aggregate Base — Measurement and payment will be at the contract unit price per square yard of aggregate based furnished and compacted in-place in accordance with the plans and specifications. Payment shall be based on weight slips for each load delivered to the job site, collected on the day of delivery by the project representative. Weight slips will only be collected that contain the following information: truck number, date, leave time, gross weight, tare weight, and net weight. Bituminous Base and Bituminous Wear — Measurement and payment will be at the contract unit price per square yard of bituminous base and bituminous wear famished and compacted in-place in accordance with the plans and specifications. Payment shall be based on weight slips for each load delivered to the job site, collected on the day of delivery by the project representative. Weight slips will only be collected that contain the following information: truck number, date, leave time, gross weight, tare weight, and net weight. The unit price shall include the bituminous material for mixture. All costs of bituminous testing will be considered incidental. Bituminous Tack Coat — Measurement and payment will be at the contract unit price per gallon of tack coat furnished and placed. Concrete Curb and Gutter — Payment will be made at the contract unit price for each type per lineal foot of concrete curb. Measurement will be the measured in-place lineal feet of curb and gutter. Street and Traffic Signs — No special payment shall be made for street and traffic signs. Adjust Valve Box — Payment will be made at the contract unit price and will be measured as unit including but not limited to furnishing extensions as required and replacing any materials damaged by the Contractor's operations. A second adjustment for the wearing course is incidental. Adjust Casting Assembly Box — Payment will be made at the contract unit price of each casting adjustment and will be measured as unit including all labor, material, and equipment necessary to reset existing casting to the proposed grade. A second adjustment for the wearing course is incidental. Concrete Sidewalk — Payment will be at the contract unit price and will be measured as a unit in place, as shown on the plans details. No additional compensation will be made for thickness adiustments at driveways. Saw -Cut Existing Bituminous — Measurement and payment will be at the contract unit price for each linear foot of existing bituminous to be saw -cut. Restoration of disturbed street (to existing of better section) for saw -cut shall be considered incidental. 17 APPLE TREE ESTATES Chanhassen, MN Street Restoration — Payment will be at the contract unit price. Measurement will be per square foot and will include all labor, tools, equipment, materials, and cleanup as required for complete restoration of street area disturbed during construction. Sod — Measurement is based on the quantity of sod installed on a square yard basis. Payment will be at the contract unit price per square yard of sod installed This work will include preparation of area to be sodded, installation of sod, topsoil and any staking necessary and watering. Seed — Measurement of seeding will be based on the quantity in acres placed. Payment will be at the contract unit price per square yard of seed placed. Seeding will include preparation of areas to be seeded, installation of four (4) inch depth topsoil where needed, seeding, weed spraying and fertilizing. Payment will not be made for seeding of areas not approved by Engineer prior to placing. Mulch — Measurement will be based on quantity of material installed for each type. Payment will be made at the contract unit price per square yard of mulch placed. Disc anchoring of mulch is incidental. 1.42 GUARANTEE A. The Contractor shall guarantee all work relating to utilities and streets including appurtenances, concrete curb and gutter, materials and equipment furnished by him. 1. All work shall be guaranteed for a period of one year from the date of written acceptance of the work. a. After completion of the bituminous base course, the wearing course shall be placed the following construction season. b. The contractor shall guarantee all work related to streets for a period of two years from the date of written acceptance of the wearing course. B. The Contractor's performance bond shall assure the Contractor's performance of these guarantee provisions including the maintenance requirements. C. The City shall be named on the maintenance portion of the required bond or a separate maintenance bond shall be provided to the City by the Contractor. 1.43 BONDS A. The Contractor shall furnish the Owner an acceptable performance bond in an amount equal to one hundred twenty five percent (125%) of the contract amount prior to commencing work. 1. Prior to final acceptance of the work by the Owner, the Contractor shall furnish to the Owner/City, an acceptable one year maintenance bond guaranteeing the work as specified for one year from the date of acceptance by the City. 2. Upon notice, the Contractor shall promptly replace or repair any defective work or materials to the satisfaction of the Engineer and the City. a. Upon the Contractor's failure to make said replacements or repairs within ten days of written notice the Owner/City may perform the necessary work or repairs with all expenses incurred therein to be assumed by the Contractor and his sureties. 1.44 PAYMENT A. Estimates of work completed will be prepared by the Engineer on or about the 30th day of each month for all work completed to the 20th day of the month, less 5% to be retained until final completion and acceptance of the work and less previous payments. I. The Engineer will prepare progress estimates as accurately as the available information will permit but the only estimate that is binding is the final estimate. B. Copies of progress estimates will be furnished to the Contractor on or about the 30th day of each month for his review and approval. 18 1 APPLE TREE ESTATES 1 Chanhassen, MN 1. Progress estimates approved by the Contractor shall be counter -signed by the Engineer and forwarded to the Owner for payment. 1 C. Payment will be made within 30 days of receipt of the estimate by the Owner except as otherwise agreed between the Contractor and Owner. 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 19 CITY OF CHANHASSEN SPECIFICATIONS 2008 EDITION SANITARY SEWER & STORM SEWER SPECIFICATIONS 2008 SANITARY AND STORM SEWER SPECIFICATIONS TABLE OF CONTENTS Pape SECTION1.00 SCOPE.............................................................................................................. I 1.01 General......................................................................................... 1.02 Work Included............................................................................. 1.03 Location of Work......................................................................... 1.04 Coordination of Work.................................................................. 1.05 Working Hours............................................................................. 1.06 Reference Requirements.............................................................. SECTION2.00 MATERIALS................................................................................................... 2 2.01 General...................................................................................................................... 2 2.02 Reinforced Concrete Pipe (RCP).............................................................................. 2 2.03 High Density Polyethylene (HDPE)...........................................................................2 2.04 Corrugated Metal Pipe (CMP).................................................................................. 3 2.05 Cast Iron Pipe and Fittings(CIP).............................................................................. 3 2.06 Ductile Iron Pipe (DIP).............................................................................................. 3 2.07 Polyvinyl Chloride Sewer Pipe (PVC)..................................................................... 3 2.08 Steel Casing Pipe for Jacking-Boring....................................................................... 3 2.09 Jointing Material....................................................................................................... 4 2.09a Reinforced Concrete Pipe............................................................................ 4 2.09b Corrugated Metal Pipe................................................................................. 4 2.09c High Density Polyethylene (HDPE)..............................................................4 2.09d Ductile Iron Pipe......................................................................................... 4 2.09e Polyvinyl Chloride Pipe (PVC) and Fittings ................................................ 4 2.10 Manholes and Catch Basins...................................................................................... 4 2.11 Manhole and Catch Basin - Frames and Covers ....................................................... 5 2.12 Manhole Steps........................................................................................................... 6 2.13 Mortar....................................................................................................................... 6 2.14 Internal Barrier.......................................................................................................... 6 2.14a Conetop Infiltration........................................................................................6 2.14b Manhole Joint Wrap.......................................................................................7 2.15 Pre -cast Segmental Block......................................................................................... 8 2.16 Concrete.................................................................................................................... 8 2.17 Steel Reinforcing Bars.............................................................................................. 8 2.18 Soil Materials............................................................................................................ 8 2.18a Normal "Fill Material"................................................................................. 8 2.18b Select Granular Material.............................................................................. 8 2.18c Granular Borrow Fill Material..................................................................... 8 2.18d Class 5 Aggregate........................................................................................ 9 2.18e Crushed Rock............................................................................................... 9 2.18f Pit Run Gravel.............................................................................................. 9 2.18g Coarse Filter Aggregate............................................................................... 9 2.18h Rock Stabilization........................................................................................ 9 ' 2.18i Lightweight Aggregate......................................................... I....................... 9 2.19 Subsurface Draintile...................................................................................................9 ' SECTION 3.00 INSPECTION AND TESTING OF MATERIALS .................................... 11 1 I 11 1 11 1 3.01 Shop Inspections and Testing................................................................................ 11 3.02 Field Inspection and Testing.................................................................................. 11 3.03 Disposition of Defective Material.......................................................................... 11 3.04 Concrete Test Cylinders......................................................................................... 11 SECTION 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ..................... 12 4.01 Material Furnished by Contractor............................................................................ 12 4.02 Material Furnished by the Owner............................................................................ 12 4.03 Replacement of Damaged Material......................................................................... 12 4.04 Responsibility for Safe Storage............................................................................... 12 SECTION 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE .........................13 5.01 Material Handling .............................................. 5.02 Pipe Alignment and Grade ................................. 5.03 Deviation with Engineer's Consent .................... SECTION 6.00 UNDERGROUND SURFACE AND OVERHEAD UTILITIES ................ 14 6.01 Existing Utilities .............................. 6.02 Subsurface Exploration .................... 6.03 Overhead Utilities and Obstructions SECTION 7.00 EXCAVATION AND TRENCH PREPARATION 7.01 General............................................................................................................ 7.02 Pipe Bedding................................................................................................... 7.03 Trench Width and Description........................................................................ 7.04 Correcting Faulty Grade................................................................................. 7.05 Pipe Foundation in Poor Soil.......................................................................... 7.06 Pipe Foundation in Rock................................................................................. 7.07 Braced and Sheeted Trenches......................................................................... 7.08 Piling of Excavated Material.......................................................................... 7.09 Barricades, Guards and Safety Provisions...................................................... 7.10 Traffic and Utility Controls............................................................................ 7.11 Private Property Protection............................................................................. 7.12 Tunneling, Jacking, Boring or Excavation Other Than Open Trench............ 15 Ii Ii 7.13 Railroad and Highway Crossings ................. SECTION 8.00 LAYING OF PIPE.......................................................................................... 19 ' 8.01 Trench Preparation................................................................................................... 19 8.02 Type, Size and Class of Pipe................................................................................... 19 8.03 Class of Bedding......................................................................................................19 8.04 Cleaning Pipe........................................................................................................... 19 8.05 Laying Pipe.............................................................................................................. 19 8.06 Grade Control.......................................................................................................... 19 SECTION 9.00 PIPE JOINTING............................................................................................. 21 9.01 General.....................................................................................................................21 9.02 Pipe Joints................................................................................................................ 21 SECTION 10.00 HOUSE CONNECTIONS, WYES.............................................................. 22 10.01 General......................................................................................... 10.02 Record and Location of Service Connections .............................. 22 22 SECTION 11.00 SANITARY SEWER LEAKAGE TESTING ............................................. 23 11.01 General...................................................................................................................23 11.02 Sanitary Sewer Leakage Testing............................................................................ 23 11.03 Air Test Method..................................................................................................... 23 11.04 Hydrostatic Test Method....................................................................................... 24 11.05 Deflection Test....................................................................................................... 25 11.06 Test Failure and Remedy....................................................................................... 25 SECTION 12.00 SETTING MANHOLES AND CATCH BASINS ...................................... 26 12.01 General...................................................................................................................26 12.02 Location................................................................................................................. 26 12.03 Type of Construction............................................................................................. 26 12.04 Construction Details.............................................................................................. 26 12.05 Adjusting Rings and Blocks.................................................................................. 26 12.06 Waterproofing and Precast Section Joint Construction ......................................... 26 12.07 Lifting Holes.......................................................................................................... 26 12.08 Mahhole and Catch Basin Base............................................................................. 27 12.09 Manhole Drop Sections......................................................................................... 27 SECTION13.00 BACKFH.LING............................................................................................ 28 13.01 General...................................................................................................................28 13.02 Backfill Procedure at Pipe Zone............................................................................ 28 13.03 Backfill Procedure above the Pipe Zone................................................................ 28 iii SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS .............................. 35 17.01 13.03a Type I....................................................................................................... 28 17.02 13.03b Type II...................................................................................................... 29 13.04 Disposal of Excess Materials and Debris.............................................................. 29 13.05 Fill Material........................................................................................................... 29 13.06 Density Tests.......................................................................................................... 29 13.07 Test Rolling............................................................................................................ 30 SECTION 14.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE .............. 31 14.01 Restoration of Surface........................................................................................... 31 14.02 Dust Control During Construction......................................................................... 31 14.03 Mailbox Restoration.............................................................................................. 31 14.04 Maintenance of Streets Until Surfaced.................................................................. 31 14.05 Cleaning Up...........................................................................................................31 37 14.06 Guarantee...............................................................................................................31 37 14.07 Failure to Replace Defective Parts......................................................................... 31 SECTION 15.00 TURF ESTABLISHMENT.......................................................................... 32 15.01 General...................................................................................................................32 SECTION 16.00 OPEN DITCH CONSTRUCTION.............................................................. 33 16.01 General...................................................................................................................33 16.02 Excavation............................................................................................................. 33 16.03 Waste Banks........................................................................................................... 33 16.04 Obstructions...........................................................................................................33 16.05 Silt Removal........................................................................................................... 33 SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS .............................. 35 17.01 General...................................................................................................................35 17.02 Riprap Materials.................................................................................................... 35 17.02a Class or Size of Hand Placed and Grouted Riprap.................................. 35 17.02b Size of Rock Versus Weight.................................................................... 35 17.03 Random Riprap...................................................................................................... 35 17.04 Hand Placed Riprap............................................................................................... 35 17.05 Grouted Riprap...................................................................................................... 35 17.06 Erosion Control..............................:....................................................................... 36 17.07 Filter Blanket Material........................................................................................... 36 17.08 Liner Material........................................................................................................ 36 SECTION 18.00 FORCEMAIN............................................................................................... 37 18.01 Ductile Iron Pipe.................................................................................................... 37 18.02 Polyvinyl Chloride Pressure Pipe.......................................................................... 37 18.03 Air and Vacuum Valves......................................................................................... 38 iv 18.04 Air Relief Manhole................................................................................................ 38 18.05 Pipe Installation..................................................................................................... 38 18.06 Laying Pipe............................................................................................................ 39 18.07 Testing Forcemains................................................................................................ 39 SECTION 19.00 TELEVISION INSPECTION...................................................................... 41 SECTION 20.00 METHOD OF PAYMENT........................................................................... 43 20.01 Sewer Pipe............................................................................................................. 43 20.02 Cast Iron Pipe or Ductile Iron Pipe in Lieu of Other Sewer Pipe .......................... 43 20.03 Manholes................................................................................................................43 20.03a. Drop Section for Drop Manholes............................................................ 43 20.04 Wyes, Tees and Special Fittings.............................................................................43 20.05 Catch Basins.......................................................................................................... 44 20.06 Flared End Sections in Place................................................................................. 44 20.07 Piling......................................................................................................................44 20.08 Foundation Material............................................................................................... 44 20.09 Special Sections..................................................................................................... 44 20.10 Piling Foundation for Manholes............................................................................ 44 20.11 Sheeting Ordered in Place...................................................................................... 44 20.12 Jacking..................................................................................:................................ 45 20.13 Incidental Items...................................................................................................... 45 20.14 Television Inspection............................................................................................. 45 20.15 Subsurface Draintile................................................................................................45 SECTION 21.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE....... 46 21.01 General ................................................... 21.02 Governing Standard ............................... 21.03 Submittals .............................................. 21.04 Protection of Underground Facilities..... 21.05 Permits and Approvals ........................... 21.06 Quality Assurance .................................. 21.07 Design .................................................... 21.08 Materials ................................................ 21.09 Access .................................................... 21.10 Installation ............................................. 21.11 Reaming and Pull Back .......................... 21.12 Drilling Fluids ........................................ 21.13 Field Quality Control ............................. v .................................... 46 .................................... 46 .................................... 47 .................................... 48 .................................... 48 .................................... 48 .................................... 49 .................................... 49 .................................... 50 .................................... 50 .................................... 52 .................................... 52 .................................... 53 SECTION 1.00 - SCOPE 1 1.01 GENERAL 1 It is the intent of these specification requirements to provide the requirements for sanitary and storm sewer construction in the City of Chanhassen, Minnesota. 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, furnish all materials, equipment, tools and labor 1 necessary to do the work required under his/her contract and unload, haul and distribute all pipe, castings, fittings, manholes and accessories. The contractor shall also remove any street surfacing as required; excavate the trenches and pits to the required dimensions; construct and maintain all 1 bridges for traffic control; sheet, brace and support the adjoining ground or structures where necessary; handle all drainage or ground water; provide barricades, guards and warning lights; lay and test the pipe, castings, fittings, manholes and accessories, backfill and consolidate the trenches 1 and pits; maintain the street or other surface over the trench until surface restoration; restore the roadway surface unless otherwise stipulated; remove surplus excavated material; and clean the site of the work. The contractor shall also furnish all equipment, tools, labor and materials required to rearrange sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the above work to completely construct the sewer facilities shall be done in strict accordance with the project's contract documents to which these specifications are a part thereof. 1.03 LOCATION OF WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the satisfactory coordination of the construction of the sewer facilities with other construction and activities in the area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS Refer to Section 7.02 of the General Conditions. 1.06 REFERENCE REQUIREMENTS In the specification requirements, reference is made to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation, 2005 Edition, and all subsequent amendments, and City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer and Storm Sewer Installation, 1999 Edition, and all subsequent amendments shall apply. SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all new, and conform to the requirements for class, kind, size and material as specified below. All materials permanently incorporated in the work shall be made in America in accordance with Minnesota State Statute 1613.101 PREFERENCE FOR AMERICAN -MADE MATERIALS. The contractor shall submit in writing a list of materials showing the manufacturer and designation of all materials. This list must be approved by the engineer. 2.02 REINFORCED CONCRETE PIPE (RCP) Reinforced concrete pipe and fittings including bends, tee sections and specials shall conform to the requirements of the Standard Specification for Reinforced Concrete Sewer Pipe, ASTM Designation C76 Wall B with circular reinforcing for the class of pipe specified. Pipe required for piling shall be reinforced concrete pipe furnished in eight -foot (8) lengths and shall be of special design in accordance with Section 10, ASTM Designation C76, latest revision. Concrete pipe to be jacked shall be Class V or greater. Reinforced concrete pipe less than 15" will not be allowed. Concrete pipe bends called for on the plans shall be 7Y2 pipe bends with a 4'-0" center line laying length and a 30.5' radius of curve, and with wall thicknesses and steel reinforcing in accordance with ASTM Specifications C76. The bends shall be of the same pipe class as the pipe on either side of the bend. 2.03 HIGH DENSITY POLYETHYLENE (HDPE) A. HDPE smooth interior, dual -walled pipe may be used for storm sewer sizes up to and including 18 inches in diameter, EXCEPT for paved street areas and the last three pipe of lines into ponds or ditches. Pipe to be N-12 as manufactured by Advanced Drainage Systems or approved equal. B. General Requirements: ASTM F894 & AASHTO M-294 (Type S) C. Materials: PE plastic compound meeting the requirements of Type Ill, Class C, Category 5, Grade P-34 as defined in ASTM D1248 with an established hydrostatic design basis (HDB) of not less than 1250 psi for water at 73.48F determined in accordance with ASTM D2837. D. Each pipe shall be identified with the manufacturer's name, trade name or trademark and code from plant location, machine, and date of manufacture; nominal pipe size, in inches; the Ring Stiffness Constant Classification and ASTM F894. E. No polyethylene fittings (tees, elbows, flared -end sections, etc.) will be allowed. Flared -end sections are required to be reinforced concrete pipe. Bell -to -bell pipe couplers must be water tight, non -cleated with an o -ring gasket. 2.04 CORRUGATED METAL PIPE (CMP) Corrugated metal pipe materials shall conform to the following Mn/DOT Specifications: Corrugated Aluminum Pipe Spec. 3225 Corrugated Steel Pipe Spec. 3226 Corrugated Structural Plate Spec. 3231 2.05 CAST IRON PIPE AND FITTINGS (CIP) Cast iron fittings shall be Class 250 for sizes up to and including 12" and Class 150 for sizes 14" and larger. Fittings shall conform to the requirements of AWWA Specification CHH. Ductile Iron Fittings shall have mechanical joints and shall be Class 350 for sizes up to and including 12" diameter and shall conform to AWWA Specification C153, covering compact fittings. All pipe and fittings shall be cement -lined inside and tar -coated outside. W 2.06 DUCTILE IRON PIPE (DIP) ' Ductile iron pipe shall be designed for a minimum working pressure of 150 pounds per square inch and shall conform to the applicable dimensions, weights and tolerances of Federal Specification WW -P -421b for cast iron pipe. Ductile iron shall be Grade 6042-10 with 40/90 metal strength and ' shall be tested in accordance with ASTM Specification A339-55. All pipe shall be cement -lined inside and tar -coated outside. The class of ductile iron pipe shall be as specified by the engineer. 2.07 POLYVINYL CHLORIDE SEWER PIPE (PVC) Polyvinyl chloride sewer pipe shall be produced by a continuous extrusion process using Type 1, Grade 1 material, material as defined in the latest revision of ASTM Specification D-1784. The design, dimensions and wall thickness shall conform to ASTM Standard Specifications D-3034, SDR 35. Pipe classification by burial depth from finish grade to pipe invert shall conform to the following: Burial Depth 0-16 feet 16-26 feet > 26 feet 2.08 STEEL CASING PIPE FOR JACKING -BORING Pipe Class SDR 35 SDR 26 Designated by the Engineer Steel casing pipe for jacking -boring shall conform to ASTM Designation A252, Grade 2 or ASTM Designation A139, Grade B. The casing pipe shall have minimum thickness as follows: 3 Minimum Shell Nominal Outside Diameter Thickness Casing Size (Inches) (Inches) 12 12-3/4 0.250 14 14 0.282 16 16 0.282 18 18 0.312 20 20 0.343 22 22 0.375 24 24 0.403 26 26 0.438 28 28 0.469 30 30 0.469 32 32 0.500 34 34 0.532 36 36 0.532 38 38 0.532 40 40 0.563 42 42 0.563 2.09 JOINTING MATERIAL The jointing material for each type of pipe specified here before shall be as follows: 2.09A Reinforced Concrete Pio&. Reinforced concrete pipe joints shall be Type R4, and the gasket shall be circular in cross section. The joint shall be constructed in accordance with ASTM C-361. 2.0913 Corrugated Metal Pine. Corrugated metal pipe joints shall employ coupling bands as per MnDOT Specification 3226. 2.09C High Density Polyethylene (HDPE). Joints shall conform to ASTM D3212. Joints shall be push -on type only with the bell -end grooved to receive a gasket. Elastomeric seat (gasket) shall have a basic polymer of synthetic rubber conforming to ASTM F477 and be factory installed and chemically bonded to the bell -end of the pipe. Natural, field installed rubber gaskets will not be accepted. Joints must provide a water tight connection. 2.09D Ductile Iron Piae. Ductile iron pipe joints shall be of the push -on type which complies with AW WA Specification C-111, latest revision. If used as a pressure line, an electrical contact must be provided through every joint. 2.09E Polvvinyl Chloride Pipe (PVC) and Fittings. Polyvinyl chloride pipe joints shall be the bell and spigot type using solvent cement supplied by the pipe manufacturer and applied according to his/her instructions. Rubber gasketed push -on type joints are permitted only on mainline (lateral) sewer lines. Typical sanitary house services shall be SDR 26, solvent, non-gasketed weld joints. 2.10 MANHOLES AND CATCH BASINS Manholes and catch basins shall be constructed using precast sections conforming to ASTM Specification C-478. Manhole section joints shall be Type R-4. 4 I Sanitary sewer manholes shall be supplied with pre -formed inverts and flexible sleeve connections for all lateral lines 15" in diameter or less unless otherwise noted on the construction plans. The flexible connection shall be an interface boot as manufactured by Elk River Concrete, or Kore-N-Seal Boot as manufactured by North Star Concrete or equal. No speed crete will be allowed for manhole sealing. Precast joints shall be sealed using "Cretex" internal manhole joint seals or equal in high ground water areas. Where shown on the detail plates or drawings, manholes may be built using blocks laid up on full mortar beds and vertical joints shall be completely filled with mortar. The base of the unit shall be shaped to form a smooth transition section from inlet to outlet either formed directly in the concrete or built up of brickwork and mortar or by running a half section of pipe through the manhole. The exterior of all block manholes shall be plastered with one half inch (1/2") mortar. 2.11 MANHOLE AND CATCH BASIN - FRAMES AND COVERS Cast iron for both manholes and catch basin frames and covers shall be of the best grade of cast iron, free from all injurious defects and flaws, and shall conform to the following specifications: Federal AA -1-652, ASTM A48-56, AASHO M105-49 and ASA 6.25101948. The standard manhole casting shall be M.C.I. #309 or Neenah #R-1642 with "self-sealing" lids and two concealed pick holes as shown on standard plate #2101, or approved equal. The minimum total allowable weight shall be 380 pounds. All castings shall be adjusted in accordance with standard detail plate #2110 prior to acceptance by ' the City of any utilities on the project. Adjusting rings shall be precast concrete or HDPE rings as manufactured by Ladtech, Inc. or approved equal. HDPE adjusting ring sealant shall be a butyl caulk as manufactured by Ladtech sealant or approved equal and shall be installed as per the manufacturer's specifications. ' Cast iron or ductile iron cover risers shall be Neenah Foundry No. R-1979 or Ess Brothers & Sons, Inc. with 2" rise or approved equal. To ensure positive adherence: ' 1. Grind or scrape and wire brush the surfaces to be bonded. It is very impottant to have a clean surface — free of tar, dirt, rust, and foreign materials. For multiple installations, an air ' compressor along with an air driven grinder and an air blow gun is highly recommended for faster installations. ' 2. Before applying EBS Super Glue, observe the surface to make sure it is not water saturated (use rags to dry if needed). A damp surface is OK. Locate a standard caulking gun and apply a minimum of a 3/8" bead of EBS Super Glue 360 degrees around the top edge of ' frame. 3. Using a spray bottle, lightly mist the 3/8" bead of EBS Super Glue with water. This will ensure proper adhesion and curing. EBS Super Glue will cure in 8-24 hours depending on outside air temperature. If possible, keep traffic off bonding area for a minimum of eight (8) hours. Lettering on the manhole castings shall be as shown on the standard plate. Storm sewer inlet castings shall be Neenah Foundry No. R-3067 V or R3067VB (at low points) as shown on the standard plates. All castings shall conform to the requirements and dimensions shown on the drawings. All covers must fit closely in the rings in any and all positions and, when placed in the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure applied on any point of the cover. 2.12 MANHOLE STEPS All manhole steps shall conform to Neenah Foundry Step No. R -1981J in dimension and strength. Manhole steps shall be spaced 16" on center on the downstream face of the manhole unless specified otherwise. Cast iron manhole steps shall be manufactured from high test metal having a minimum tensile strength of 35,000 pounds per square inch. Aluminum. Aluminum manhole steps of a design similar to the cast iron steps specified may be used. Aluminum manhole steps shall be made of Apex Temalloy No. 5 aluminum alloy. Plastic. Copolymer Polypropylene plastic manhole steps (PSI -PF) may be used or equal. 2.13 MORTAR Mortar shall consist of a mixture of one part Portland Hydraulic Cement and two parts of clean washed sand by volume. The quantity of water in the mixture shall be sufficient to produce a stiff workable mortar, but in no case shall exceed five -and -one-half (5%2) gallons of water per sack of cement. Sand shall conform to ASTM C-144. Portland cement shall conform to ASTM C-150. 2.14 INTERNAL BARRIERS 2.14A Conetop Infiltration. A barrier as manufactured by Strike Products, Cannon Falls, MN or approved equal shall be supplied for all sanitary sewer manholes. The barrier shall be a u.v. stabilized low-density polyethylene meeting the latest ASTM standards for low-density polyethylene materials. G I The barrier shall be equipped with a drip edge to direct water to the outside of the manhole. Ram - neck or material as recommended by the manufacturer shall be used to seal the barrier to the concrete manhole cone top. The barrier shall be 18" tall by %4" thick wall and cut to fit on site. All costs for manhole joints furnishing and installing Conetop Barriers shall be included in the unit price bid for sanitary manholes. 2.14B Manhole Joint Wrao. Manholes directed by the engineer to have joints wrapped shall be sealed with an external 6" rubber sleeve as manufactured by Infi-Shield Seal Wrap, Sealing Systems, Inc. (763-478-2057) or approved equal. The seal shall be made of EPDM (Ethylene ' Propylene Diene Monomer) rubber with a minimum thickness of 30 mils. The back side of each unit shall be coated with mastic. The mastic shall be non -hardening butyl rubber sealant, with a minimum thickness of 85 mils. The seal shall be designed to prevent leakage of water through ' the joint sections of a manhole, catch basin or concrete pipe. Seal Wrap 6" Height 6 inches Length 16 or 50 foot rolls Thickness 125 Mils Height tolerances 6 inches +/- .188" Length tolerances 50 feet+ 6" /- .000 Rubber Thickness tolerances 30 mils Mastic Thickness 85 mils Mastic Width 5 1/2" Mastic off set from edge 1/4" 26% Tear Resistance PPI D624 Die B EPDM Rubber E70 -66144B Color Black Physical Properties ASTM Test Method Typical Value Durometer, Shore A D2240 61 Tensile, PSI D412 1510 PSI Elongation % D412 460% Compression set % D395 22 Hrs P. 77 degrees C 26% Tear Resistance PPI D624 Die B 165 ppi Heat Aging D573 70 Hrs. 70 degrees C Chane in hardness Durometer 65 +4 is Chane in Tensile % 1390 psi 44 Chane in Elongation % 345%(-25%) Ozone Resistance DI 149 72 Hrs @ 50 pphm no cracks Water Resistance Volume D471 70 Hrs 100 degrees C + 1.8% Low Temperature Brittleness D2137 -40 degree C I Pass Material: Rubber meets ASTM C923 / Mastic meets ASTM C990 All costs for furnishing and installing barriers shall be included in the unit price bid for sanitary manholes. 2.15 PRE -CAST SEGMENTAL BLOCK Eight -inch (8") pre -cast segmental radial block may be used for the lower portion of manhole over large diameter pipe and for shallow manholes and catch basins. Concrete used in the manufacturing of these blocks shall conform to the requirements of ASTM "Specifications for Concrete & Masonry Units for Construction of Catch Basins & Manholes", Serial Designation C-139. The exterior of all block manholes shall be plastered with one-half inch (%') of mortar. 2.16 CONCRETE Concrete to he used shall be composed of a mixture of fine and coarse aggregate and a Portland Hydraulic Cement conforming to the ASTM Specification Designation C-150, Type 1, with the proper water -cement ratio to obtain a compressive strength of not less than 3,000 pounds per square inch in 28 days. The fine aggregate for concrete shall be composed of a clean washed sand of hard, sharp, durable particles. Coarse aggregate for concrete shall be composed of a gravel uniformly graded 3/4" maximum size to #4 sieve. Coarse aggregate shall be composed of hard durable particles free of shale, chert, flat or elongated pieces. Mixing water shall be suitable for drinking purposes, containing no acids, alkalis, oils or other deleterious materials. Concrete shall be mixed in a mechanically operated mixer so controlled that the drum shall operate a minute and one-half after all materials including water are in the drum. 2.17 STEEL REINFORCING BARS Steel reinforcing bars shall be deformed steel bars for concrete reinforcement to conformance with ASTM Designation A-305 and ASTM Designation A-15 Intermediate Grade Billet Steel. 2.18 SOIL MATERIALS 2.18A Normal "Fill Material. Is defined under the Sewer Specification No. 13.05. 2.18B Select Granular Material. MnDOT Specification 3149.213 shall be used for select granular material as shown and specified under the pipe bedding classification or an equivalent natural granular soil (100% passing a 3/4" sieve and maximum of 10% passing a #200 sieve); 2.18C Granular Borrow Fill Material. MnDOT Specification 3149.2A shall be used for granular borrow material as shown and specified under the pipe bedding classification or an equivalent natural granular soil (100% passing a 1/d' sieve and a maximum of 20% passing a #200 sieve); 2.18D Class 5 Aggregate. Class 5 crushed aggregate shall be in conformance with MnDOT Specification 3138. ' 2.18E Crushed Rock. The material shall consist of durable crushed quarry rock of which 100% passes a two-inch (2") sieve and of which 95% is retained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants, and other organic matter, or any other materials considered ' objectionable by the engineer. 2.18F Pit Run Gravel. The material shall consist of sound, durable particles of gravel and sand with ' which may be included limited amounts of fine soil particles as binding material, and of which 100% passes a two-inch (2") sieve and of which 901/o is retained on the #200 sieve size. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials. ' 2.18G Coarse Filter Aggregate. Coarse granular pipe bedding material shall be a well -graded crushed rock or pea gravel and shall meet the requirements of MnDOT Specification 3149.2H of ' which 100% passes a one -inch (1") sieve and a maximum of 10% passes a #4 sieve. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials. ' 2.18H Rock Stabilization. Rock stabilization shall consist of three -fourth inch (3/4") minus rock installed in the trench bottom at the discretion of the engineer. ' 2.18I Lightweight Aggregate. Lightweight aggregate shall consist of an aggregate having a density of 48 to 54 pounds per cubic foot installed in the trench bottom at the direction of the engineer. ' 2.19 SUBSURFACE DRAINTILE Subsurface drains shall be in accordance with the applicable provisions of MnDOT 2502 and in ' accordance with the City's standard detail plate nos. 5232 and 5233 whichever is applicable. This drain is intended to collect and discharge infiltration that may accumulate in the bottom of granular backfilled subcuts. ' Subsurface drain pipe shall be 4 -inch perforated PVC, Corrugated PE, or dual wall, smooth interior corrugated PE pipe, MnDOT 3278. To prevent infiltration of fine filter aggregate into the perforated ' pipe, it shall be wrapped with geotextile, MnDOT 3733, Type 1. Trench backfill shall be Coarse Filter Aggregate, MnDOT 3149.2H. t Subcut drains shall connect directly to permanent drainage structures (catch basins). Connections to drainage structures shall be incidental work and shall meet the approval of the Engineer. ' Pipe shall generally be placed according to the standard details, but other configurations may be approved by the Engineer to accomplish the desired results. Unless otherwise specified, drain ' grades shall conform to subcut grades having positive drainage throughout the line to the drainage structure (no high or low points). When draintile outlets exceed 100 feet, cleanouts shall be provided at 100 -foot intervals and at the upper end of the pipe as per standard Detail Plate No. 5234. ' The Contractor shall place 4 -inch perforated PE pipe in the bottom of the subcut according to the design typical. The coarse filter aggregate and at least 12 inches of subcut backfill shall be placed ' above the pipe before any compactive effort is applied. Perforations shall be laid down. Connections to drainage structures shall be composed of angle fittings not to exceed 22-1/2 degrees. 9 1 Openings in structures to receive the fitting shall be fabricated at the plant or core drilled in the field. The use ofjackhammers or sledge hammering will not be allowed. 10 SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS 3.01 SHOP INSPECTIONS AND TESTING All materials furnished by the contractor are subject, at the discretion of the engineer, to inspection and/or testing by accepted methods at the plant of the manufacturer. This inspection and/or testing is to be made at the cost of the Owner. The material supplier shall provide the City with copies of test results on materials that are furnished to the contractor. 3.02 FIELD INSPECTION AND TESTING All materials furnished by or for the contractor for incorporation into the work under contract shall, at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the engineer and at the expense of the contractor. 3.03 DISPOSITION OF DEFECTIVE MATERIAL All material found during the process of inspecting and testing to be defective, or defective material encountered at any time during the progress of the work, will be rejected by the engineer and the contractor shall promptly remove from the site all such material. 3.04 CONCRETE TEST CYLINDERS The contractor shall furnish without charge all concrete samples needed for concrete test cylinders, slump tests, air entertainment tests, and any other tests ordered by the engineer On all types of concrete construction, up to 4 test cylinders may be taken from each section of the structure cast in one pouring operation. The actual cost of testing shall be paid by the owner. 11 SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 4.01 MATERIAL FURNISHED BY CONTRACTOR The contractor shall be responsible for all material furnished, and shall replace at his/her own expense all such material that is found to be defective in manufacture or that has become damaged in handling after delivery by the manufacturer. This shall include the furnishing of all material and labor required for the replacement of installed material discovered defective prior to the final acceptance of the work or during the warranty period. 4.02 MATERIAL FURNISHED BY THE OWNER The contractor's responsibility for material furnished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acceptance of the material by the contractor. The contractor shall examine all material furnished by the owner at the time and place of delivery and shall reject all defective material. The point of delivery shall be stated in the special provisions. 4.03 REPLACEMENT OF DAMAGED MATERIAL Any material furnished by the owner that becomes damaged after acceptance by the contractor shall be replaced by the contractor at his/her own expense. 4.04 RESPONSIBILITY FOR SAFE STORAGE The contractor shall be responsible for the safe storage of material furnished by or to him, and accepted by him, and intended for the work, until it has been incorporated in the completed project. The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter at all times. 12 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise directed in the special provisions, be unloaded at the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall at all times be handled with care to avoid damage. In distributing the material at the site, each piece ' shall be unloaded opposite or near the place where it is to be laid in the trench. Any adjustments to pipe lengths including R.C.P. shall be accomplished by the use of a saw or cutting device. The use of hammers or mauls will not be permitted. Pipe shall be so handled that the coating and lining will ' not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made by the contractor at his/her expense in a manner satisfactory to the engineer. 5.02 PIPE ALIGNMENT AND GRADE AV All pipe shall be laid and maintained to the required lines and grades, with manholes, catch basins ' and fittings at the required locations. The owner will furnish one set of line and grade stakes necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer may order replaced any stakes s/he deems necessary for the proper ' prosecution of the work. Any replacements shall be at the contractor's expense. All pipes shall be laid to the grade shown on the contract drawings. 5.03 DEVIATION WITH ENGINEER'S CONSENT No deviation shall be made from the required line or grade except with the written consent of the ' engineer. I I 1 I I 13 SECTION 6.00 - UNDERGROUND SURFACE AND OVERHEAD UTILITIES 6.01 EXISTING UTILITIES Existing water and sewer mains, and other underground utilities, are shown on the plans only by general location. The owner does not guarantee the locations as shown on the plans, and the contractor shall be solely responsible for verifying the exact location of each of these utilities, without additional compensation. Prior to the start of any construction, the contractor shall notify all utility companies having utilities in the project area. The contractor shall have sole responsibility for providing temporary support and for protecting and maintaining all existing utilities in the project area during the entire period of construction, including but not limited to the period of excavation, backfill and compaction. In carrying out this responsibility, the contractor shall exercise particular care, whenever gas mains or other utility lines are crossed, to provide compacted backfill or other stable support for such lines to prevent any detrimental displacement, rupture or other failure. 6.02 SUBSURFACE EXPLORATION It shall be the contractor's responsibility to determine and verify the location of existing pipes, valves or other underground structures as necessary to progress with the work with no additional compensation allowed. The engineer shall make all known records available. All known utilities are designated on the plans in a general way only as stated above. 6.03 OVERHEAD UTILITIES AND OBSTRUCTIONS Overhead utilities, poles, etc. shall be protected against damages by the contractor and if damaged by the contractor, shall be replaced by him. Should it become necessary during the progress of the work to remove or relocate existing poles, overhead utilities and obstructions, the contractor shall cause the same to be done at no expense to the owner unless otherwise provided for in the special provisions. This requirement is not intended to allow utility companies to charge for expenses incurred for work perforated where their utilities lie within the street right-of-way or dedicated easement. It will be the duty of the contractor to visit the site and make exact determination of the existence of any such facilities prior to the submission of his/her bid. 14 I I I I I SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL The trench shall be so dug that the pipe can be laid to the alignment and depth required and shall be excavated only so far in advance of pipe laying as the Engineer shall specify. The trench shall be so braced and drained that the workmen may work wherein safely and efficiently. All trenches shall be sheeted and braced as per Chapter Sixty -Six: Trench bracing of the Minnesota Regulations relating to industrial safety to a safe angle of repose. Such angle of repose shall be no less than that repose required by the Accident Prevention Division of the Minnesota State Industrial Commission or the requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive. It is essential that the discharge of any required trench dewatering pumps be conducted to natural public drainage channels, drains or storm sewers. 0 All utility installations under existing "collector" roads or newly constructed (less than 5 years old) residential streets shall be jacked or directional bored as appropriate. No open trenching will be allowed. 7.02 PIPE BEDDING Pipe bedding as shown on the standard plates shall be used as directed on the plans or specified in the special provision. PVC, HDPE, and ABS pipe shall be bedded in accordance with the specifications described below. Any special bedding shall be in accordance with the special provisions. Polyvinyl Chloride Pipe (PVC) - All PVC pipe shall be installed and bedded in accordance with ASTM Specification D-2321, 'Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT specification 3149.213 as shown on standard plate #2203. These materials shall all pass a three- quarter inch (3/4") sieve and not more than 10% shall pass a 4200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a Mandrel prior to final acceptance of the sanitary sewer line and after 30 days of its installation, whichever is the greater. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. An air pressure retest to be performed if applicable. 15 High Density Polyethylene (HDPE) - All HDPE pipe shall be installed and bedded in accordance with ASTM Specification D-2321, "Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT specification 3149.213 as shown on standard plate #2203. These materials shall all pass a three- quarter inch (3/4") sieve and not more than 10% shall pass a #200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. The contractor shall check for excess deflection in all portions of the HDPE storm sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a visual, lamping inspection prior to final acceptance of the storm sewer line and after installation is complete. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. Reinforced Concrete (RCP) or Ductile Iron (DIP) - When existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown on standard plate #2201. Otherwise, backfill as shown on standard plate #2202 may be used. 7.03 TRENCH WIDTH AND DESCRIPTION The trench width at the top of the excavation may vary depending upon the depth of the trench and the nature of material encountered. However, the maximum allowable width of trench shall be in strict accordance with Section 2503.313 MnDOT Specifications. The width of the trench shall also be kept at a minimum to prevent excess destruction of the existing street or highway pavement. For trench width at the top of pipe greater than specified in the paragraph above, the contractor may propose alternate strength of pipe to depth of cover relationships other than those listed on the form of proposal, or shown on the plans. Such proposals must be submitted to the engineer for approval in writing and with pertinent pipe strength and soil weight data at least 14 days prior to the desired construction date. No extra compensation shall be allowed for any increase in material or construction costs created by alternate plans. 7.04 CORRECTING FAULTY GRADE Any part of the trench excavated below grade shall be corrected with approved material and thoroughly compacted without additional compensation to the contractor. [U-1 7.05 PIPE FOUNDATION IN POOR SOIL When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with approved material and thoroughly compacted; or other approved means, such as piling, shall be adopted to assure a firm foundation for the pipe with extra compensation allowed the contractor as provided elsewhere in these specifications. The contractor shall furnish, drive, and place piling if ordered by the engineer. Piles shall be driven in exact position at locations determined by the engineer. The contractor at his/her own expense must replace piles not correctly positioned at the completion of driving. 7.06 PIPE FOUNDATION IN ROCK :� The space between the bottom of the trench and rock and the bottom of the pipe shall be backfilled with granular base material thoroughly tamped. Generally speaking the material from the trench excavation, other than rock or boulders, shall be considered suitable material. No additional compensation for placing or tamping this material shall be allowed. However, in the event that additional material must be hauled in, the hauling of the suitable granular material for the pipe bed shall be paid for on a weight basis when ordered by the engineer. Weight slips shall be delivered to the engineer daily. 7.07 BRACED AND SHEETED TRENCHES The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for otherwise, shall be considered as part of the excavation costs without additional compensation to the contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and repaired if necessary, and the earth around it compacted to a depth of one foot (I) over the top of the pipe. Sheeting, bracing, etc. placed in the "pipe zone", that part of the trench below a distance of one foot (F) above the top of the pipe, shall not be removed without the written permission or written order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid. Sheeting ordered left in place by the engineer in writing shall be paid for at the unit price bid. The contractor may also leave in place, at his/her own expense, to be embedded in the backfill of the trench, any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose of preventing injury or damage to persons, corporations, or property, whether public or private, for which the contractor under the terms of this contract is liable. 7.08 PILING OF EXCAVATED MATERIAL All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions made for street drainage. 17 7.09 BARRICADES. GUARDS AND SAFETY PROVISIONS To protect persons from injury and to avoid property damage, adequate barricades, construction signs, torches, flashers, and guards as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. The rules and regulations of the local authorities respecting safety provisions shall be observed. 7.10 TRAFFIC AND UTILITY CONTROLS Excavations for pipe laying operations shall be conducted in a manner to cause the least interruption to traffic. Where traffic must cross open trenches, the contractor shall provide suitable bridges at street intersections and driveways. The contractor shall post, where directed by the engineer, suitable signs indicating that a street is closed and necessary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, fire or police call boxes, or other utility controls shall be left unobstructed and accessible during the construction period. 7.11 PRIVATE PROPERTY PROTECTION Trees, fences, poles and all other private property shall be protected unless their removal is authorized; and any property damage shall be satisfactorily restored by the contractor, or adequate compensation therefore shall be the responsibility of the contractor. 7.12 TUNNELING JACKING BORING OR EXCAVATION OTHER_ THAN OPEN TRENCH Where pipe cannot be placed by open trench excavation, the method for placing and payment therefore shall be stated in the special provisions. 7.13 RAILROAD AND HIGHWAY CROSSINGS When any railroad is crossed, all precautionary construction measures required by the railroad shall be followed. See special provisions or detail drawings. The contractor shall be responsible for the securing of necessary crossing permits. Before any construction is started, the successful bidder shall meet with the Minnesota Department of Transportation, County Highway Department, Railroad Maintenance Engineer, and the consulting engineers to determine the construction procedure to be followed, methods of rerouting traffic, placing of barricades, flares, signs, flagmen, etc., and methods of preventing damage to the highway or railroad. If required by the railroad or highway department, the contractor shall deposit with them a certified check in the amount specified by them to cover the required repair work. 18 1] 1 1 11 LSI 1 SECTION 8.00 - LAYING OF PIPE 8.01 TRENCH PREPARATION Prior to the laying of the pipe, the trench shall be excavated and prepared in accordance with the previous specifications and the class of bedding specified. 8.02 TYPE, SIZE AND CLASS OF PIPE The type, size and class of pipe installed shall be in conformance with that specified on the bid proposal, plans and/or detail plates. 8.03 CLASS OF BEDDING A The class of bedding shall be in conformance with that specified on the plans or Standard Plates. 8.04 CLEANING PIPE All foreign matter or dirt shall be removed from the inside of the pipe before it is lowered into its position in the trench, and it shall be kept clean by approved means during and after laying. The outside of the tongue or spigot end of the pipe shall be wire brushed and wiped clean and dry and free from oil and grease before the pipe is laid. 8.05 LAYING PIPE The contractor shall plug the pipe under construction at any existing manhole until the system is finaled. Pipe laying shall proceed with the tongue or spigot ends pointed in the direction of flow. The laying of pipe shall conform to the class of bedding specified. Pipe shall not be laid in water or when the trench conditions are unsuitable for such work except by written permission of the engineer. The excavation of trenches shall be fully completed a sufficient distance in advance of the pipe laying and the exposed ends of all pipe shall be fully protected with a board or approved stopper to prevent earth or other substances from entering the pipe. The interior of the sewer shall be carefully cleaned from all dirt, cement, or superfluous material of every description as the work progresses. If necessary, pipe shall be thoroughly flushed at the completion of the work at the expense of the contractor as directed by the engineer. 8.06 GRADE CONTROL The contractor shall maintain the line and grade of the pipe in the trench by means of the laser or batter board method. Not less than two boards ahead and one board behind the working point may be set at any time, as each new board is set, it shall be visually checked with the preceding boards. If ' the boards have been correctly set and the error is yet apparent, the engineer shall be notified immediately so that the staking may be checked. 19 The boards shall be level at all times and located far enough from the trench so that subsidence of the ground adjacent to the trench will not effect their position. The chalk lines shall be kept taut and ' shall be set at a minimum distance of five feet (5') apart. A laser beam may also be used to maintain line and grade. I I I I I I I I 7L 17 20 r SECTION 9.00 - PIPE JOINTING 1 9.01 GENERAL ' Joints for concrete pipe shall be made by wiping the joints clean, applying the manufacturer's recommended lubricant compound over the entire joint surface and then inserting the spigot end into the bell with sufficient force to properly seal the pipes. Joints for poly -vinyl chloride pipe on ' mainline (lateral) sewer lines shall be made by the use of a solvent cement or push -on rubber gaskets. Femco fittings will not be allowed. Typical residential or commercial sanitary services shall he solvent weld joints. All jointing procedures shall be in accordance with the trecommendations of the pipe manufacturer. 9.02 PIPE JOINTS ' Pipe joints shall be made using the materials specified under Section 2.00. All sliding surfaces of the joint shall be cleaned and lubricated immediately before the pipe is brought home. I 1 21 SECTION 10.00 - HOUSE CONNECTIONS, WYES 10.01 GENERAL As indicated on the plans and detail plates, six-inch (6") wyes shall be installed for building connections at such intervals as the size of the lots may demand. Where the depth of the trench exceeds sixteen (16') feet, the contractor shall use a riser, and shall be extended to a minimum of nine (9) feet below the surface at a point nine (9) feet behind the property line (see standard plate No. 2001), or as shown on the plan for the invert of sewer services. No Femco fittings will be allowed. Sewer service material including pipe, wyes and fittings shall be SDR 26. The joints and bedding shall be made as previously specified. The tops of all risers and openings to wye and/or tee branches shall be capped by solventweld plug to prevent any water from entering the service until the connection is placed in service. 10.02 RECORD AND LOCATION OF SERVICE CONNECTIONS It shall be the duty of the contractor to keep an accurate record of service connections as to location at lateral, vertical and horizontal bends and right-of-way, depth to top of riser, type of connection provided, etc. Location shall be made in respect to the nearest manhole center downgrade from the service. Curb stops shall be tied to definable landmarks such as manholes, catch basins, gate valves, hydrants and building comers. The length of ties shall be no longer than 100 feet between tie points. If a permanent structure is not available within the 100 -foot length, a third tie point of not more than 150 feet shall be supplied. Property comers, trees, power poles, light poles, telephone or utility boxes are not acceptable ties. This record shall be turned over to the engineer for his/her records at time intervals specified by the engineer. At the end of all house connections, the contractor shall furnish and set a two-inch by two-inch (2"x2") wooden marker stake set vertically to two feet (2) above the ground surface. In areas of newly platted land where the houses have not yet been built on the lots serviced, the contractor shall furnish and set steel fence posts securely wired to the two-inch by two-inch (2"x2") and allowed to extend three feet (Y) to four feet (4) above the ground surface. The two-inch by two-inch (2"x2") wooden marker stake shall extend from the invert of the service stub to two feet (2) above the ground surface. If the sanitary sewer service is accompanied by a water service in the same trench then the six foot (6) steel fence post may be deleted. 22 SECTION 11.00 - SANITARY SEWER LEAKAGE TESTING 11.01 GENERAL ' Disposition of abandoned facilities and reconnection of existing facilities shall be as provided for in the Plans, Specifications, and Special Provisions. ' 11.02 SANITARY SEWER LEAKAGE TESTING All sanitary sewer lines, including service connections, shall be substantially watertight and shall be 1 tested for excessive leakage upon completion and before connections are made to the service by others. Each test section of the sewer shall be subjected to exfiltration testing, either by hydrostatic or air test method as described below and at the Contractor's option. The requirements set forth for ' maximum leakage shall be met as a condition for acceptance of the sewer section represented by the test. If the ground water level is greater than three feet above the invert elevation of the upper manhole and the Engineer so approves, infiltration testing may be allowed in lieu of the exfiltration testing, in which case the allowable leakage shall be the same as would be allowed for the Hydrostatic Test. All testing shall be performed by the Contractor without any direct compensation being made therefore, and the Contractor shall furnish all necessary equipment and materials, including plugs and standpipes as required. 11.03 AIR TEST METHOD The sewer pipe section under test shall be clean at the time of testing but the pipe may be wetted. Pneumatic balls shall be used to plug the pipe ends at manholes. Low pressure air shall be introduced into the plugged line until the internal air pressure reaches 4.0 psi greater than the average back pressure of any ground water pressure that may submerge the pipe. At least two minutes shall be allowed for the air temperature to stabilize before readings are taken and the timing started. During this time the Contractor shall check all plugs with soap solution to detect plug leakage. If plugs are found to leak, air shall be bled off, the plugs shall be retightened, and the air shall be reintroduced into the line. The sewer section under test will be accepted as having passed the air leakage test if it does not lose air at a rate to cause the pressure to drop from 3.6 to 3.0 psi in less time than one-half minute per inch in diameter of the pipe tested. 23 Pipe Diameter in Inches Minutes 4 2.0 6 3.0 8 4.0 10 5.0 12 6.0 15 7.5 18 9.0 21 10.5 11.04 HYDROSTATIC TEST METHOD After bulkheading the test section, the pipe shall be subjected to a hydrostatic pressure produced by a head of water at a depth of three feet above the invert elevation of the sewer at the manhole of the test section. In areas where ground water exists, this head of water shall be three feet above the existing water table. The water head shall be maintained for a period of one hour during which time it will be presumed that full absorption of the pipe body has taken place, and thereafter for an extended period of one hour the water head shall be maintained as the test period. During the one hour test period, the measured water loss within the test section, including service stubs, shall not exceed the Maximum Allowable Loss (in Gallons Per Hour per 100 Feet of Pipe) given below for the applicable Main Sewer Diameter. Main Sewer Diameter (In Inches) Maximum Allowable Loss* (In Gallons Per Hour Per 100 Feet) 6 0.5 8 0.6 10 0.8 12 1.0 15 1.2 18 1.4 21 1.7 24 & Larger 1.9 *Based on 100 Gallons Per Day Per Pipe Diameter Inch Per Mile G' If measurements indicate exfiltration within a test action section is not greater than the allowable tmaximum, the section will be accepted as passing the test. 11.05 DEFLECTION TEST Deflection tests shall be performed on all plastic gravity sanitary sewer pipes. The test shall be conducted after the sewer trench has been backfilled to the desired finished grade and has been in ' place for 30 days. The deflection test shall be performed by pulling a rigid ball or pointed mandrel through the pipe ' without the aid of mechanical pulling devices. The ball or mandrel shall have a minimum diameter equal to 95% of the actual inside diameter of the pipe. The maximum allowable deflection shall not exceed five percent of the pipe's internal diameter. The time of the test, method of testing, and the equipment to be used for the test shall be subject to the approval of the City Engineer. The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a ' Mandrel prior to final acceptance of the sanitary sewer line or after 30 days of its installation, whichever is the greater. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. An air pressure retest to be performed if applicable. ' All testing shall be performed by the Contractor at his/her expense without any direct compensation being made therefore, and s/he shall furnish all necessary equipment and materials required. ' 11.06 TEST FAILURE AND REMEDY In the event of test failure on any test section, testing shall be continued until all leakage has been detected and corrected to meet the requirements. All repair work shall be subject to approval of the Engineer. Introduction of sealant substances by means of the test water will not be permitted. ' Unsatisfactory repairs or test results may result in an order to remove and replace pipe as the Engineer considers necessary for test conformance. All repair and replacement work shall be at the ' Contractors expense. I 1 25 SECTION 12.00 - SETTING MANHOLES AND CATCH BASINS 12.01 GENERAL Manholes and catch basins shall be set and jointed to the line in the manner specified for laying and jointing pipe. 12.02 LOCATION Manholes and catch basins shall be located as shown on the plan or as directed by the engineer. 12.03 TYPE OF CONSTRUCTION Wherever possible, and unless otherwise specified, the manholes and catch basins shall be constructed of precast sections. Where standard sections cannot be used, sections may be constructed of brick, block concrete, or a combination of such materials. Unless otherwise specified, the manholes and catch basins if necessary shall be constructed with steps in accordance with the standard plate of this specification. 12.04 CONSTRUCTION DETAILS The details of construction of each individual structure shall conform to the drawings and specifications as designated. Frames and covers shall be set to the designated elevation in a full mortar bed. The bottom of all manholes shall be constructed of half section of equivalent size pipe shaped to conform to the inlet and outlet pipe so as to allow a free, uninterrupted flow. 12.05 ADJUSTING RINGS AND BLOCKS A minimum of two 2" rings and a maximum of three 4" adjusting rings shall be provided between the cast iron cover frame and the top concrete manhole section. The rings shall be two inches (2") and/or four inches (4") in thickness and be grouted between rings. In lieu of using more than 2-2" rings a 4" ring shall be substituted 12.06 WATERPROOFING AND PRECAST SECTION JOINT CONSTRUCTION Manholes and catch basins shall be constructed in such a manner that they are waterproof. Joints between manhole sections shall be made using confined O-ring rubber gaskets as specified previously. 12.07 LIFTING HOLES Not more than two (2) lifting holes will be allowed in any precast manhole section. All lifting holes shall be plugged with non -shrinking mortar to ensure a waterproof installation. d7. 12.08 MANHOLE AND CATCH BASIN BASE 1 Concrete base shall be of size and depth as shown on the drawings. Concrete used shall have a 28 -day compressive strength of at least 3,000 pounds per square inch. ' Precast base must be placed on a minimum of six inches (6") of granular material which has been thoroughly compacted and leveled off across the entire width of the base. Where the foundation is unstable, the engineer may order the contractor to install manholes on piling. Manhole base reinforcement and timber piles shall be as shown on the drawings. ' 12.09 MANHOLE DROP SECTIONS Manhole drop sections shall be constructed whereshownon the plans according to the detail drawings. No inside drops shall be allowed unless the structure in which the inside drop is to be constructed is a minimum of 72" in diameter. 1 1 1 27 SECTION 13.00 - BACKFILLING 13.01 GENERAL All excavation in trenches shall be backfilled to the original ground surface or to such grades as specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic material and other undesirable material. 13.02 BACKFILL PROCEDURE AT PIPE ZONE Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement. Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or structures. Grading over and around all parts of the work shall be done as directed by the engineer. Bedding material as specified in Sewer Specification 7.02 or other suitable material as determined by the engineer, free from rocks and boulders, shall be deposited in the trench simultaneously on both sides of the pipe for the full width of the trench to a height above the top of the pipe as specified shovel placed and hand tamped to fill completely all spaces under and adjacent to the pipe. In the event that natural, suitable, granular material is not encountered during the normal excavation of the trench, or when the material encountered is determined unsuitable by the engineer, for backfilling around the pipe as required above; the contractor shall provide and place such approved material obtainable from other sources. (This procedure and specification is applicable to all sanitary sewer and storm sewer installations.) 13.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE Unless otherwise specified, suitable backfill material shall be furnished and the following backfill procedures shall apply and be used above the "pipe zone" to either the existing surface elevation or design grade, as specified, with the cost of such considered incidental to the installation of the pipe unless specified for a particular section of the project by the special provisions and/or plans, or allowed in writing by the engineer, and a unit price has been established. 13.03A Type I. The trench shall be backfilled to obtain the necessary compaction, with the lift thickness as required, dependent upon type of roller. The backfill material shall be compacted to 95% of the standard moisture density relationship of soils (ASTM D698-70) except the top three feet (3') of the trench which shall be compacted to 100% density. The moisture contents of these backfill materials shall be within a range of t 3% of optimum moisture content. If the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall he compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. In the event the contractor fails to meet these compaction requirements, corrective measures such as spreading/discinglfarming, etc. shall be undertaken or the Contractor may elect to backfill with a more suitable material taken from another source. All of these corrective measures shall be at the Contractor's expense. 28 t Any settlements greater than one inch (I") as measured with a string line from one edge of the settlement to the other within the warranty period of this contract shall be considered failure of the mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be ' repaired by the contractor at no cost to the City. 13.0313 Tyne II. Under state or county highways and road, the contractor shall obtain the necessary ' permits at his/her expense after commencing any type of work upon a state or county highway or roadway. All such work, especially backfilling, shall conform to state and county standards and specifications. ' 13.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS ' Unless otherwise specified, excavated material either not suitable or not required fbr fill material shall be disposed of by the contractor outside of the right-of-way at his/her expense in any manner s/he may elect subject to the provisions of the following paragraph. ' Before dumping such materials or debris on a private or public land, the contractor must obtain from the owner of such land written permission for such dumping and a waiver of all claims against the ' owner for any damage to such land which may result therefore together with all permits required by law for such dumping. A copy of such permission, waiver of claims and permit shall be filed with the engineer before said disposal is made. ' 13.05 FILL MATERIAL ' Normal, allowable "fill material" used in backfilling outside of the pipe zone encasement shall be sand, gravel, or clay free from pieces of rock, concrete or clay lumps more than 1/3 cubic foot in volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar ' articles and substances whose presence in the backfill would cause excessive settlement. In that portion of the backfill which is within six inches (6") of a road subgrade, there shall be no stones twhich will be retained on a three-inch (3") sieve. 13.06 DENSITY TESTS ' Density tests will be performed by an approved soils testing firm at various locations and depths throughout the project as directed by the engineer. The contractor shall cooperate fully and provide t assistance as necessary to complete these tests with no additional compensation being made to the contractor. A minimum of one test at an elevation approximately two feet above the top of pipe, one test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum ' of 50% of the individual water and sewer service trenches shall be tested at elevations listed above. 13.07 TEST ROLLING ' Test rolling when requested by the engineer shall be in accordance with MnDOT Specification 2111 except as modified herein under Sections 1.03 and 1.04 Subgrade Preparation & Correction of the ' Street Construction Specifications. 29 SECTION 14.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 14.01 RESTORATION OF SURFACE All surfaces disturbed during the construction period, including adjacent streets used to access the project, whether caused by actual excavation, deposition of excavated material, or by the construction equipment, shall be returned to its original conditions or better. Exceptions to the above, if any, or special instructions pertaining to any particular section of the project will be outlined in the special provisions. Any excess dirt shall be removed by the contractor in accordance with Section 13.04 of these specifications. 14.02 DUST CONTROL DURING CONSTRUCTION The contractor shall at his/her own expense maintain dust control as necessary and in a manner satisfactory to the engineer until final acceptance of the project or until restoration has been completed. 14.03 MAILBOX RESTORATION The contractor, at his/her expense, shall replace and restore mailboxes disturbed by the work. 14.04 MAINTENANCE OF STREETS UNTIL SURFACED After backfilling according to the above specifications, the contractor shall maintain the streets as required and blade as necessary to provide a passable surface for traffic until the surfacing is completed or to the date of final acceptance. 14.05 CLEANING UP Surplus pipe material, tools, and temporary structures shall be removed by the contractor, and all dirt and/or rubbish caused by his/her operations and excess earth from excavations shall be hauled to a dump provided by the contractor, and the construction site shall be left in a condition satisfactory to the engineer. 14.06 GUARANTEE The contractor shall be held responsible for any and all defects in workmanship and materials which may be developed in any part of the entire installation furnished by him and upon written notice from the engineer shall immediately replace and make good, without expense to the owner, any such faulty part or parts and damage done by reason of same, during the two-year period as prescribed in the conditions of the contract. 14.07 FAILURE TO REPLACE DEFECTIVE PARTS Should the contractor fail to make good the defective parts within a period of 30 days of such notification, after written notice has been given him, the owner may replace these parts, charging the expense of same to the contractor. 30 I SECTION 15.00 - TURF ESTABLISHMENT ' 15.01 GENERAL All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street specifications which is included as part of this Standard Specification. I 1 U 1 11 SECTION 16.00 - OPEN DITCH CONSTRUCTION 16.01 GENERAL The work covered by this specification may be performed with any means and equipment capable of doing a proper job. 16.02 EXCAVATION The contractor shall excavate whatever substances are encountered to the size and dimensions shown by the drawings, plans, profiles, and cross-sections, or as instructed by the engineer. Wherever seeding or sodding has been specified, the black topsoil shall be selectively stripped and stockpiled to both sides of the right-of-way or use as topsoil for the seeding and sodding portion of the project. The side slopes and bottom of the ditch are to be dressed as smooth and even as can be done by the skillful operation of the machinery employed to do the work. All waste material shall be removed therefrom to the satisfaction of the engineer. During the course of construction, the contractor shall conduct his/her operation in such a way that the completed work shall be in reasonable facsimile to that shown on the plans for any particular section. Extra excavation and cost incurred for this purpose shall be at the expense of the contractor. 16.03 WASTE BANKS Unless otherwise directed, the contractor shall place the waste banks on both sides of the ditch and level them to correspond with the slope of the ground surface as closely as possible. The material shall be finished smooth by a bulldozer, grader or dragline to the satisfaction of the engineer. Openings shall be left in the waste banks for the drainage of adjacent land, crossings or waterways. 16.04 OBSTRUCTIONS The contractor shall remove all bridges, trees, stumps, rocks, brush, culverts, and other obstruction to his/her work within the right-of-way. Bridge or culvert material which may be usable again shall be piled outside of the right-of-way. 16.05 SILT REMOVAL The ditch will be checked for grade and widths as the work progresses. Any work not to grade or of proper width shall be corrected. All work shall be maintained to the proper depth and width in which that part of the ditch is constructed until the end of the working season. In case silt washes into the ditch or the banks cave into it later, the silt or cave in shall be removed, if necessary, for which the contractor shall be paid on an equipment rental basis, or some other method of compensation, if the same is agreed upon by the contractor, engineer, and representative of the owner. 32 SECTION 17.00 - RIPRAP AND EROSION CONTROL MATERIALS 17.01 GENERAL The contractor shall furnish and install riprap as designated by the plans or as directed by the engineer to prevent the possibility of erosion. 17.02 RIPRAP MATERIALS. The riprap material shall conform to Minnesota Department of Transportation Standard ' Specifications 3601. The stone shall be durable field or quarry stone of approved quality, sound, hard, and free from seams, cracks or other structural defects. Unless otherwise specified, the stone may be round, flat, or other shapes in between. 17.02A Class or Size of Hand Placed and Grouted Rioran. The individual stones, except those used for chinking, shall not weigh less than 50 pounds each. ' 17.0213 Size of Rock Versus Weight . As a guide, the following table is included which compares the approximate average diameter with the various weights of round stone. Of course, flat stones of ' an equivalent weight would have a greater diameter. [1 I I 1 I 1 1 Weight (Lbs.) Average Diameter (Inches) Weight (Lbs.) Average Diameter (Inches) 10 6 150 15 30 9 180 16 50 10 250 18 80 12 300 19 110 14 400 21 17.03 RANDOM RIPRAP This work shall conform to MnDOT Specification 2511. 17.04 HAND PLACED RIPRAP This work shall conform to MnDOT Specification 2511. 17.05 GROUTED RIPRAP This work shall conform to MnDOT Specification 2511. 33 Ii 17.06 EROSION CONTROL The contractor shall install and maintain fabric fences, conforming to special provisions or as , approved by the City Engineer or other appropriate erosion control materials at all storm sewer outlets and other potential erosion problem areas along lakes, streams or ponds as noted on the plans ' or as directed by the engineer. 17.07 FILTER BLANKET MATERIAL Filter blanket material shall conform to MnDOT Specification 3601.13, and shall be placed beneath the riprap material at each storm sewer outlet. ' 17.08 LINER MATERIAL Erosion control liner material shall be placed beneath the filter blanket material at each storm sewer ' outlet as described on the standard plate. The liner shall be staff permealiner plastic filter material #Ml 195, or equal. ' 1 1 34 w- SECTION 18.00 - FORCEMAIN ' 18.01 DUCTILE IRON PIPE 1 35 The ductile iron pipe covered by this specification shall be of the push on joint type or the t mechanical joint type, centrifugally cast to conform to all requirements of AWWA Specification C151, latest revision. ' Minimum iron be follows: thickness of ductile pipe shall as 3" Ductile Iron Pipe 0.25' Class 51 4" Ductile Iron Pipe 0.26" Class 51 6" Ductile Iron Pipe 0.25' Class 50 8" Ductile Iron Pipe 0.27" Class 50 - ' 10" Ductile Iron Pipe 0.29" Class 50 12" Ductile Iron Pipe 0.31" Class 50 14" Ductile Iron Pipe 0.33" Class 50 16" Ductile Iron Pipe 0.34" Class 50 18" Ductile Iron Pipe 0.35' Class 50 ' 20" Ductile Iron Pipe 0.36" Class 50 24" Ductile Iron Pipe 0.38" Class 50 30" Ductile Iron Pipe 0.39" Class 50 36" Ductile Iron Pipe 0.43" Class 50 ' 42" Ductile Iron Pipe 0.47' Class 50 48" Ductile Iron Pipe 0.51" Class 50 54" Ductile Iron Pipe 0.57' Class 50 1 C104, latest All pipe shall have a cement mortar lining in accordance with AWWA Specification revision. 1 "DUCTILE All ductile iron pipe shall be marked IRON' in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. ' (a) Rubber Gasket Joints. All rubber gasket joints are to be in accordance with AWWA Specification CIII latest revision. Adequate means for electrical conductivity shall be ' provided for the gasket joint. (b) Fittings. All fittings are to be in accordance with AWWA Specification Cl 10, latest revision. ' All fittings are to have short body laying dimensions. 1 35 18.02 POLYVINYL CHLORIDE PRESSURE PIPE The polyvinyl chloride pressure pipe (P.V.C. pressure pipe) conform to ASTM D-1784, Type 1, Grade 1, and ASTM D-2241 and shall have a minimum working pressure of 100 psi. I1 covered by this specification shall ' SDR -PR 41, 100 psi latest revision All pipes shall be marked P.V.C. ASTM D-1120 and ASTM D-2241. The class pressure rating or SDR shall be plainly marked on the pipe. (a) Rubber Gasket Joints. All P.V.C. pressure pipe shall have rubber gasket joints in accordance with ASTM D-1869. Joints shall be kept clean and properly lubricated prior to installation. (b) Fittings. All fittings shall be compatible with the pipe supplied and shall have a minimum working pressure of 200 psi (SDR -21). 18.03 AIR AND VACUUM VALVES Sewage air and vacuum valves shall be Crispen sewage valves, Model Number S20B and S20AB, as manufactured by Multiplex Manufacturing Co., or approved equal. The valve shall be furnished with a two-inch (2") inlet, a two-inch (2") shut off valve and all other accessories needed for back flushing such as a one -inch (I") blow off valve, a one-half inch (%2") shut off valve and a quick disconnect coupling with back flushing hose. An operating and maintenance instruction manual shall be included with the valve. 18.04 AIR RELIEF MANHOLE Air relief manholes shall be constructed of precast concrete sections with R4 joints as designated on the plans and shown on the detail plate in accordance with ASTM designation C-139. 18.05 PIPE INSTALLATION All pipes shall be laid to the depth shown on the contract drawings. The contractor shall satisfactorily maintain the specified cover by the use of grade boards. If additional bends are required, where not shown on the drawings to maintain alignment around curves, the contractor shall provide the required number and be compensated at the unit price as proposed on the bid form. The following is the maximum allowable joint deflection for the ductile iron pipe. 9M Mechanical 18.06 LAYING PIPE (a) Handling of Force Main Material Into Trench. Proper tools and facilities satisfactory to the engineer shall be provided and used by the contractor for the safe and convenient prosecution of the work. All pipe, fittings and valves shall be carefully lowered into the trench in such a manner as to prevent damage to force main materials and protective coatings and linings. Under no circumstances shall force main materials be dropped or dumped into the trench. (b) Jointing. All types of joints shall be made in strict accordance with manufacturer's specifications. All pipe ends shall be wire brushed, wiped clean, and kept clean until joints are made. For the assembly of the push -on type of joint, additional cleaning shall be required with a power driven wire brush or other means just prior to assembly until clean, bright, metallic surface shows in the locations where the metal inserts of the gasket will contact the socket and spigot after assembly. (c) Cutting PiQe. Untapered spigot ends may be encountered when pipes are cut in the field. ' Before assembly, the cut end should be beveled with a heavy file or other suitable apparatus, removing any sharp or rough edges to protect the gasket from injury and ensure ease of assembly. (d) Blocking. All fittings, at points of bends in the line, shall be solidly braced against the end or sides of the trench. All fittings shall be blocked with concrete. The concrete to have a minimum compressive strength of 2000 psi and the block to be of sufficient size so as not to exert more than 2000 lbs. per square foot pressure against the soil. 18.07 TESTING FORCEMAINS (a) Hydrostatic Tests Required. A pressure test shall be required for all installations of force main and all appurtenances. (b) Pressure Test. The pressure test shall be held at a hydrostatic pressure equal to twice the maximum design pressure or a minimum hydrostatic pressure of 70 pounds per square inch for a period of one hour in the presence of the engineer. At the end of the one hour period, the pressure drop shall be read. Next, the contractor shall add water to the system through a water meter capable of measuring increments to a tenth of a gallon until the water system has 37 Joints Slip Joint 4 inch 40 25' S° 6 inch 40 25' S° 8 inch 30 51' S° 10 inch 30 42' S° 12 inch 30 08' S° 14 inch 20 39' 30 16 inch 20 21' 30 18 inch 20 07' 30 18.06 LAYING PIPE (a) Handling of Force Main Material Into Trench. Proper tools and facilities satisfactory to the engineer shall be provided and used by the contractor for the safe and convenient prosecution of the work. All pipe, fittings and valves shall be carefully lowered into the trench in such a manner as to prevent damage to force main materials and protective coatings and linings. Under no circumstances shall force main materials be dropped or dumped into the trench. (b) Jointing. All types of joints shall be made in strict accordance with manufacturer's specifications. All pipe ends shall be wire brushed, wiped clean, and kept clean until joints are made. For the assembly of the push -on type of joint, additional cleaning shall be required with a power driven wire brush or other means just prior to assembly until clean, bright, metallic surface shows in the locations where the metal inserts of the gasket will contact the socket and spigot after assembly. (c) Cutting PiQe. Untapered spigot ends may be encountered when pipes are cut in the field. ' Before assembly, the cut end should be beveled with a heavy file or other suitable apparatus, removing any sharp or rough edges to protect the gasket from injury and ensure ease of assembly. (d) Blocking. All fittings, at points of bends in the line, shall be solidly braced against the end or sides of the trench. All fittings shall be blocked with concrete. The concrete to have a minimum compressive strength of 2000 psi and the block to be of sufficient size so as not to exert more than 2000 lbs. per square foot pressure against the soil. 18.07 TESTING FORCEMAINS (a) Hydrostatic Tests Required. A pressure test shall be required for all installations of force main and all appurtenances. (b) Pressure Test. The pressure test shall be held at a hydrostatic pressure equal to twice the maximum design pressure or a minimum hydrostatic pressure of 70 pounds per square inch for a period of one hour in the presence of the engineer. At the end of the one hour period, the pressure drop shall be read. Next, the contractor shall add water to the system through a water meter capable of measuring increments to a tenth of a gallon until the water system has 37 been restored to the original hydrostatic pressure as stated above. The quantity of water added to the system shall then be read to the nearest tenth of a gallon. The maximum allowable quantity of water which may be added to the water system is one pint per hour for each section of force main tested between consecutive valves or plugs. A suitable container graduated in increments of one pint shall be used as the source of water. (c) Procedure. Each valved section of pipe shall be slowly filled with water from a safe source, and the specified test pressure, measured at the lowest point of elevation, shall be applied by means of a water pump connected to the pipe in a manner satisfactory to the engineer. Where valves do not exist the contractor shall plug the end of the line in a manner satisfactory to the engineer. The pump, pipe connections, gauge and all necessary apparatus shall be furnished by the contractor and shall be approved by the engineer before any test is made. All necessary pipe taps shall be made by the contractor as may be directed by the engineer. (d) welling Air Before Test. Before applying the specified test pressure, all air shall be expelled from the pipe. To accomplish this in those instances where air relief manholes exist, the pipe shall be filled with water until all air has been expelled through the air relief valve. Then the shut off valve between the force main and air relief valve shall be closed and the air relief valve disconnected from the system. The pressure test on the force main can then proceed as outlined above. (e) Examination Under Pressure. Any cracked or defective pipes, valves and fittings discovered in consequence of the pressure test shall be removed and replaced by the contractor with sound material and the test shall be repeated until satisfactory to the engineer. The pressure test shall be performed in a manner approved by the engineer. The contractor shall correct all faulty materials or workmanship discovered during the tests and all such corrections shall be made to the satisfaction of the engineer at the contractor's expense. ;g 1 2. Small quantity of water is to be introduced into the line prior to televising. Amount SECTION 19.00 - TELEVISION INSPECTION shall be determined by the Engineer and coordinated with the City's Water and A. Televising shall be performed on all newly constructed gravity sanitary sewer lines after Sewer Department. The amount of water shall be sufficient enough to distinguish successful leak testing has been completed and accepted. ' any sags or alignment problems with the pipe. B. Format —The video will be submitted in a DVD format with both audio and video. A bound A fan/vacuum shall be utilized if steam given off by the sanitary sewer affects the report document shall accompany all videos. tC. camera visibility. Camera — The camera will be self-propelled and will have the ability to tilt up and down and Each run will consist of a starting and ending MH number, line size and type, pan left to right. Camera must provide crisp color images. ' direction of flow, and a zero reading on the counter at center of the starting manhole. D, Line Requirements: ' 1. All lines shall be jetted and vacuumed so that all debris has been removed prior to televising. a. Examine starting and ending doghouses for quality of mortar work. b. While at the bottom of the manhole, the camera will examine all joints as high as it can see around the entire manhole circumference. Joints shall be examined for infiltration and excessive gaps. ' 9. All outside drops shall be noted and visually examined looking down from the top. 39 2. Small quantity of water is to be introduced into the line prior to televising. Amount shall be determined by the Engineer and coordinated with the City's Water and Sewer Department. The amount of water shall be sufficient enough to distinguish ' any sags or alignment problems with the pipe. 3. A fan/vacuum shall be utilized if steam given off by the sanitary sewer affects the ' camera visibility. 4. Each run will consist of a starting and ending MH number, line size and type, direction of flow, and a zero reading on the counter at center of the starting manhole. 5. Clear audio shall be used to describe items mentioned above as well as any defects t found in the line. Defective items shall include but not be limited to, separated or misaligned joints, leaks, cracks, mineral deposits, debris, roots, and abandoned services. 6. Each service wye shall be examined using the pan and tilt feature. t 7. The video camera operator shall type into the video the station (distance), wye location and either the left or right side of the pipe and any problems they notice while televising the sewer lines. 8. Manhole requirements: a. Examine starting and ending doghouses for quality of mortar work. b. While at the bottom of the manhole, the camera will examine all joints as high as it can see around the entire manhole circumference. Joints shall be examined for infiltration and excessive gaps. ' 9. All outside drops shall be noted and visually examined looking down from the top. 39 E. Report requirements: I. The location shall be given. Included are the city in which the work was performed, the street name (if applicable), and manhole labels corresponding to the engineer's plan. 2. Identify the pipe type and size, average joint length, and total televised line length. 3. Provide starting and ending manhole depths to the nearest 0.5'. 4. List the direction of flow. 5. Identify the service wyes. Include the location relative to the zero starting point, the side (left of right), and the clockwise position of the wye (i.e. 10:00). Note any problems associated with the service wye. 6. Clearly note the location and type of any problem or defect encountered in the line. 40 SECTION 20.00 - METHOD OF PAYMENT tThe work shall be measured and the compensation determined in the following manner: 20.01 SEWER PIPE Sewer pipe shall be paid for at the contract price per lineal foot, which shall include the cost of furnishing all pipe, pipe bend sections, jointing material, bedding material and other material and of delivering, handling, laying, dewatering, trenching, sheeting and backfilling, testing, restoring of the surface, necessary permits, and all material or work necessary to install the pipe complete in place at the depth specified. The length of pipe for which payment is made shall be the actual overall length measured along the axis of the pipe to the centerline of the manhole. Lengths of branches will be measured from the centers of connecting manholes to the center of manhole. All lengths will be measured in a horizontal plane unless the grade of the pipe is more than 15%. The depth of cut for payment shall -be defined as the distance between the invert of the pipe at a particular point and the intersection of a vertical or plumb line extended from the said point to the point of intersection of the line with the ground surface as it exists at time of construction. 20.02 CAST IRON PIPE OR DUCTILE IRON PIPE IN LIEU OF OTHER SEWER PIPE C.I.P. or D.I.P. not shown on the plans but placed upon direction of engineer in lieu of other sewer pipe shall be paid for as sewer pipe in accordance with Section 20.01 above plus the contract unit price per lineal foot bid as "Additional cost per foot for substituting C.I.P. or D.I.P. in lieu of other sewer pipe" as listed on the proposal form for the diameter of pipe furnished. 20.03 MANHOLES The standard manholes and drop manholes shall be paid for at the contract unit price which shall include the cost of fumishing all pipe, tees, horseshoes, precast sections, sewer block, concrete slabs, adjusting rings, mortar, castings, chimney seals, water proofing, jointing and other material and of delivering, handling, excavating, sheeting, backfilling, dewatering, restoring of the surface and all ' material or work necessary to install the units complete in place at the depth specified for the depth of 0-8 feet plus an additional payment at the contract unit price per lineal foot of depth greater than eight feet (8'). Manholes shall be measured from the invert of the sewer to the top of the cover. t20.03A Drop Section for Drop Manholes . The risers for drop manholes consist of D.I.P. including pipe support and all appurtenances will be paid for at the contract unit price per lineal foot. Length ' of riser shall be computed as distance from tee invert to invert of lowest pipe entering manhole. 20.04 WYES, TEES AND SPECIAL FITTINGS Wyes, tees and special fittings will be paid for at the contract price for each unit furnished of the size and classification specified in the proposal form. 41 20.05 CATCH BASINS Catch basins will be paid for at the contract unit price, including base and casting. 20.06 FLARED -END SECTIONS IN PLACE End sections will be paid for at the contract unit price for each size furnished and shall include placing costs and trash guard Riprap materials will be paid at the contract unit price. Flared end sections will not be included in the lineal footage of pipe being measured. 20.07 PILING Piling up to 20 feet long including caps shall be paid for at the contract unit price for each single pile bent in place. No additional payment will be made for cradles. Any piling required over 20 feet in length shall be paid for as excess length of piling. Payment will not be made for cut off lengths. Double pile bents shall be paid for according to the length of each individual pile. There shall be no additional compensation for lumber or hardware used to tie the piles together. 20.08 FOUNDATION MATERIAL Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid for at the contract unit priceep r ton in place. Payment shall include cost of excavation and placement. 20.09 SPECIAL SECTIONS Special sections will be paid for at the contract price on a lump sum basis for all work and material necessary for the complete installation or construction. 20.10 PILING FOUNDATION FOR MANHOLES Payment for 'Piling Foundation for Manholes" will be paid at the unit price bid and shall include steel reinforcement of the base, together with four (4) 20 -foot piles each. Piling over 20 feet in length will be paid at the contract unit price per linear foot for each foot of length over 20 feet driven in place below cut-off. 20.11 SHEETING ORDERED IN PLACE Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet. 42 20.12 JACKING ' Payment for jacking will be paid for at the contract unit price per lineal foot. Sewer used in jacking will be paid at the bid unit price for that diameter sewer in the 0-8' cut category or as otherwise ' specified. 20.13 INCIDENTAL ITEMS tThe cost of all material and labor required to complete this project as specified as shown on the plans, but not specifically included as a pay item, shall be incidental to the various unit prices bid. t20.14 TELEVISION INSPECTION ' Payment for televising of sanitary and/or storm sewer lines will be paid for at the contract unit price per linear foot. ' 20.15 SUBSURFACE DRAINTILE Measurement will be made by the length of furnished and satisfactorily installed Subsurface [1 lJ [] CJ Draintile approved by the Engineer. Payment will be made at the contract bid price per linear foot which shall be full compensation for trenching, fabric wrapped PE pipe and installation, cleanouts, aggregate backfill, cap, fittings, compaction, connecting to catch basins/manholes, and all other associated work. 43 SECTION 21.00 — DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 21.01 GENERAL This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing materials, anchors, blocking, encasement, and other necessary appurtences. All materials and equipment used in the drilling systems shall be of high quality and generally accepted in the industry. The services furnished by the contractor shall be performed in accordance with standard HDD industry practice and these documents and shall include all labor, equipment, and consumables necessary to accomplish the following tasks: a. Clearing, grading, and general site/access preparation necessary for construction operations. b. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. c. Erection of horizontal drilling equipment at the rig site indicated on the drawings. d. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull section. e. Reaming the pilot hole along the path indicated on the drawings. f Prefabrication of the pull section including thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. g. Installation of the prefabricated pull section in the reamed hole. h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. i. Pre -installation and post -installation hydrostatic testing of each individual HDPE pipe in accordance with the applicable specification. j. Clean-up and restoration of all work areas. 21.02 GOVERNING STANDARD Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the applicable requirements of ANSI/AW WA C906. The supplementary information required in the foreword of the governing standard is as follows: Affidavit of Compliance (Sec. 6.3) Required 11 1 1 1 11 Plant Inspection (Sec. 5.9) Special Markings (Sec. 6.1.4) Special Preparation for Shipment (Sec. 6.2) Special Quality Assurance Testing (Sec. 5) 21.03 SUBMITTALS Not Required Not Required Not Required Required 1 All procedures or material descriptions requiring the engineer's approval shall be submitted not less than 3 weeks prior to commencing any horizontal directional drilling activities. Submittals shall include but are not limited to the following: 1 a. Composition of drilling fluid. 1 1 1 1 [1 [1 1 1 1 1 1 11 b. Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). c. Buoyancy control plan (if applicable). d. Drilling fluid disposal plan. e. Working drawings showing the pipeline grade proposed by the contractor based on his design of the directional drilling installation. The contractor shall submit final design drawings of the directionally drilled HDPE system which shall include all details, dimensions, quantities, and cross sections necessary to construct the pipeline. The plans and elevations shall be developed in accordance with the lines and grades indicated on the drawings. The drawings and data shall be prepared and signed by a professional engineer licensed in the State of Minnesota. Drawings shall include, but shall not be limited to the following: a. Details of joints. b. Gasket material. c. Pipe length. d. Certified calculations indicating the required DR, estimated force, allowable force, and safety factor for each of the pipe diameters in order to stay within the allowable tensile stress limits when pulling each pipe into a reamed hole. e. Certified calculations using the required DR are determined in the tensile analysis showing the actual hydraulic pressure, allowable hydraulic pressure, and safety factor for each of the pipe diameters based on a short term ring collapse analysis. 45 f Pipe depth. g. Pipe pressure class. h. Affidavit of Compliance (ANSI/AWWA C906, Sec. 1.5). i. Special Quality Assurance Testing (ANSI/AWWA C906, Sec. 4). 21.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. a. Contact the utility location/notification service and all other utilities not covered by this service for the construction area. b. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horizontally located within 10 feet of the designed drilled path. c. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. The contractor shall be responsible for locating any and all underground facilities regardless of the engineer's previous efforts in this regard. The contractor shall be responsible for all losses and repairs to underground facilities resulting from drilling operations. 21.05 PERMITS AND APPROVALS The Contractor shall obtain all other necessary permits and approvals. All work performed shall comply with the requirements of the permits obtained. 21.06 QUALITY ASSURANCE Qualifications - The pipe manufacturer shall provide the services of an experienced, competent, and authorized representative to visit the site of the work to advise and consult with the contractor during joining and installation of the pipe. The manufacturer's representative shall not directly supervise the contractor's personnel, and the contractor shall remain responsible for the pipeline work. Storage and Handling - Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct sunlight. I 21.07 DESIGN The contractor shall retain a professional engineer registered in Minnesota with experience in design and construction of at least five (5) directional drilling installations of material similar to the proposed project. The design engineer shall sign and seal the construction drawings and design calculations. The design engineer shall be licensed to practice in the State of Minnesota and shall maintain professional liability insurance. The contractor shall design the entire directional drill installation including the final grade of the pipeline. The HDPE pipe class shall be determined to suit the contractor's means and methods and loadings anticipated during and following installation. Design Criteria - Analysis shall include the following failure scenarios: a. Tensile yield resulting from the pulling force applied to the pipe as it is pulled into a reamed hole. b. Collapse of the pipe due to external hydrostatic pressure exerted by the drilling fluid column which surrounds the pipe. c. Horizontally Directionally Drilled Pullback operations corresponding to a 12 hour "safe stress" at 5 percent of strain design limit. d. Minimum safety factor of 1.5 to determine DR the allowable tensile stress limits analysis. e.. Minimum safety factor of 2.0 for DR selection using short term ring collapse analysis. 21.08 MATERIALS Pipg/Fittings - Chevron "Plexco" or Phillips "Driscopipe", ANSI/AWWA C906; material designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron Pipe Size) OD, DR 11.0. Joints - Thermal butt fusion joints, ASTM D3261. Couplings - Electrofusion Couplers. Connections with DIP - Connections shall be made using fittings suitable for such purposes. Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and metal backup ring. The adjoining ductile iron fitting shall be of an equivalent internal diameter as the polyethylene piping. Tracer Wire - Tracer wire shall be laid with all HDPE watermain and shall be Copperhead HDD or engineer approved equal. Coordinate installation, testing, and above ground termination of tracer wire with the City. 47 21.09 ACCESS The contractor shall work within the designated Right of Way. Access to the work site shall be acceptable to all governing agencies. 21.10 INSTALLATION Lavine Pioe - Pipe shall not be laid in water or under unsuitable weather or trench conditions, and shall be protected against entry of foreign matter. During cold weather, particular care shall be taken in handling and laying pipe to prevent damage by impact. Whenever pipe laying is stopped, the open end of the line shall be closed with a tight -fitting end board to keep out sand and earth. The end board shall have several perforations near its center to permit water into the pipe, thus preventing flotation in the event that the trench is flooded. Standing water in the trench shall be removed before the end board is removed. Pipe shall be protected from exposure to sunlight, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. Cleaning - The interior of all pipe and fittings shall be thoroughly cleaned before installation and shall be kept clean until work has been accepted. Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: a. Alignment - Plus or minus 5 feet. b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The contractor shall determine the entry side of the pilot hole drilling depending on the pipe grade, availability of right-of-way, room to string the pipeline, and other factors. c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact location shown on the drawings. In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-of-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. Cutting Pine - Cutting shall comply with the pipe manufacturer's recommendations. Cuts shall be smooth, straight, and at a right angle to the pipe axis. After cutting, the end of the pipe shall 48 1 be dressed to remove all roughness and sharp corners and shall be beveled in accordance with tthe manufacturer's instructions. Jointing - Jointing shall conform to the instructions and recommendations of the pipe ' manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by the thermal butt fusion method in accordance with the pipe manufacturer's recommendations for the specified service. The butt fusion equipment used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer, including, but shall not be limited to, temperature requirements of 400T, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100 percent efficient offering a joint weld strength equal to or greater than the tensile strength of the pipe. Socket fusion and extrusion welding or hot gas welding will not be acceptable. ' All joining procedures shall be acceptable to the engineer. Inspection - Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special attention to pipe ends. All defective pipe and fittings shall be removed from the site of the work. Connections with Other Pining - Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection with other piping shall be made at a time and 1 under conditions which will least interfere with service to customers, and as authorized by the City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting of pipe shall be made. Facilities shall be provided for proper dewatering and for disposal of all ' water removed from the dewatered lines and excavations without damage to adjacent property. Special care shall be taken to prevent contamination of potable water lines when dewatering, ' cutting into, and making connections with other pipe. No trench water, mud, or other contaminating substances shall be permitted to get into the lines. The interior of all pipe, fittings, and valves installed in such connections shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal t hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors, joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal pressure. ' Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be ' as indicated on the drawings or as directed by the engineer. Reaction blocking, anchorages, or other supports for fittings installed in fill or other unstable ' ground shall be provided as indicated on the drawings or as directed by the engineer. Protective Coating - All steel clamps, rods, bolts, and other metal components of tapping saddles or reaction anchorages subject to submergence, or in contact with earth or other fill material, and 49 not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard before the second coat is applied. 21.11 REAMING AND PULLBACK Pre -reaming - Pre -reaming operations shall be conducted at the discretion of the contractor. The contractor shall insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pipe resulting from inadequate pre -reaming shall be the responsibility of the contractor. All provisions of this specification relating to simultaneous reaming and pulling back operations shall also pertain to pre -reaming operations. Pulling Loads - The maximum allowable tensile load imposed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pipe's specified tensile yield strength and the area of the pipe section. Torsional Stress - A swivel shall be used to connect the pull section to the reaming assembly to minimize torsional stress imposed on the section. Pull Section Support - The pull section shall be supported as it proceeds during pull back so that it moves freely and the pipe is not damaged. External Collapse Pressure - The pull section shall be installed in the reamed hole in such a manner that external pressures are minimized and an appropriate counter -balancing internal pressure is maintained. Any damage to the pipe resulting from external pressure during installation shall be the responsibility of the contractor. Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor. Any buoyancy modification procedure proposed for use shall be submitted to the engineer for approval. No procedure shall be used which has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification. 21.12 DRILLING FLUIDS Composition - The composition of all drilling fluids proposed for use shall be submitted to the engineer for review and approval. No fluid will be approved or utilized that does not comply with permit requirements or environmental regulations. Water - The contractor is responsible for obtaining, transporting, and storing any water required for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine acceptable water locations. Recirculation - The contractor shall maximize recirculation of drilling fluid surface returns. The contractor shall provide solids control and fluid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. A description of solids control and cleaning equipment proposed for use shall be submitted to the engineer. 50 t Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be ' conducted in compliance with all environmental regulations, right-of-way and workspace agreements, and permit requirements. Drilling fluid disposal procedures proposed for use shall be submitted to the engineer. 1 Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed or permitted. Inadvertent Returns - The contractor shall employ his best efforts to maintain full annular circulation of drilling fluids. Drilling fluid returns at locations other than the entry and exit ' points shall be minimized. In the event that annular circulation is lost, the contractor shall take steps to restore circulation. If inadvertent surface returns of drilling fluids occur, they shall be immediately contained with hand placed barriers (i.e. hay bales, sand bags, silt fences, etc.) and ' collected using pumps and other suitable equipment. If the amount of the surface return exceeds that which can be contained with hand placed barriers, small collection sumps, drilling operations shall be suspended until surface return volumes can be brought under control. 1 21.13 FIELD QUALITY CONTROL Instrumentation - The contractor shall at all times provide and maintain instrumentation which will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure the drilling fluid discharge rate and pressure. The engineer will have access to these instruments and their readings at all times. A log of all recorded readings shall be maintained and will become part of the "As Constructed" information to be supplied by the contractor. ' Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications. 1 1] Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. These tests are described in Section 10.00 of the Watermain Specifications. Additional testing may be required at the discretion of the engineer. All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the correction period specified in the General Conditions shall be repaired by and at the expense of the contractor. 51 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I CITY OF CHANHASSEN SPECIFICATIONS 2008 EDITION WATERMAIN SPECIFICATIONS 2008 WATERMAIN SPECIFICATIONS TABLE OF CONTENTS Page 1.00 SCOPE ................................ _................. »..................................................................................... 1 1.01 General............................................................................................................................. 1 1.02 Work Included................................................................................................................. 1 1.03 Location of the Work....................................................................................................... 1 1.04 Coordination of Work..................................................................................................... 1 1.05 Working Hours.......................................:........................................................................ 1 1.06 Reference Requirements................................................................................................. 2 2.00 MATERIALS........................................................... ............................ _...................................... 3 2.01 General................................................................................................................................3 2.02 Ductile Iron Fittings............................................................................................................3 2.03 Ductile Iron Pipe................................................................................................................3 2.03a Plastic Film Wrap.................................................................................................4 2.04 Polyvinyl Chloride Pipe (PVC)..........................................................................................4 2.05 Resilient Wedge Gate Valves (4" to 18" in diameter) ......................................................5 2.06 Butterfly Valves..................................................................................................................5 2.07 Valve Boxes........................................................................................................................6 2.08 Valve Box Adapters........................................................................................................... 6 2.09 Hydrants............................................................................................................................. 6 2.10 Corporation Cocks D.I.P................................................................................................... 9 2.11 Curb Stop and Box.............................................................................................................9 2.12 Copper Tubing..................................................................................................................10 2.13 Service Saddles.................................................................................................................10 2.14 Retainer Glands................................................................................................................10 2.15 Mechanical Joint Restraints.............................................................................................10 2.16 Electrical Conductivity Materials....................................................................................11 2.17 Air Relief Manhole...........................................................................................................1 l 2.18 Air Relief Valves..............................................................................................................11 2.19 Concrete............................................................................................................................ 11 2.20 Soil Materials....................................................................................................................12 2.20a Normal "Fill Material".......................................................................................12 2.20b Crushed Rock.....................................................................................................12 2.21 Insulation...........................................................................................................................12 I 1 1 1 3.00 INSPECTION AND TESTING OF MATERIALS............................................................... 13 3.01 Shop Inspections and Testing.......................................................................................... 13 3.02 Field Inspection and Testing........................................................................................... 13 3.03 Disposition of Defective Material ................................................................................... 13 3.04 Concrete Test Cylinders.................................................................................................. 13 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ........................................... 14 4.01 Material Fumished by Contractor................................................................................... 14 4.02 Material Furnished by the Owner................................................................................... 14 4.03 Replacement of Damaged Material................................................................................ 14 4.04 Responsibility for Safe Storage....................................................................................... 14 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE .................................................. 15 5.01 Material Handling............................................................................................................ 15 5.02 Pipe Alignment and Grades............................................................................................ 15 5.03 Deviation with Engineer's Consent................................................................................. 16 5.04 Deviations Occasioned by Other Utility Structures....................................................... 16 6.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 6.01 General.............................................................................. 6.02 Governing Standard.......................................................... 6.03 Submittals......................................................................... 6.04 Protection of Underground Facilities ................................ 605 PdA I 17 ......................... 17 ......................... 17 ......................... 18 ...................... 19 ...................... 19 ...................... 19 ..................... 20 ...................... 20 ...................... 21 ...................... 21 ...................... 23 ...................... 24 ...................... 24 ermrts an pprova s....................................................................... ' 6.06 Quality Assurance............................................................. 6.07 Design............................................................................... 6.08 Materials........................................................................... ' 6.09 Access............................................................................... 6.10 Installation........................................................................ 6.11 Reaming and Pull Back ..................................................... ' 6.12 Drilling Fluids................................................................... 6.13 Field Quality Control........................................................ ' 7.00 EXCAVATION AND TRENCH PREPARATION ...................., 7.01 General.................................................................................... ' 7.02 Trench Width and Description ............................................... 7.03 Pipe Bedding........................................................................... ' 7.04 Pipe Foundation in Poor Soil ................................................. 7.05 Pipe Clearance in Rock.......................................................... 7.06 Braced and Sheeted Trenches ................................................ ' 7.07 Piling of Excavated Material .................................................. ' ii 26 7.08 Barricades, Guards and Safety Provisions...................................................................... 28 7.09 Traffic and Utility Controls............................................................................................. 28 7.10 Private Property Protection............................................................................................. 28 7.11 Tunneling, Jacking, Boring or Excavation Other Than Open Trench ........................... 28 7.12 Railroad and Highway Crossings.................................................................................... 28 7.13 Interruption of Water Service .......................................................................................... 29 8.00 PIPE LAYING.......................................................................»................................................... 30 8.01 Installation of Watermain and Appurtenances............................................................... 30 8.02 Laying of Pipe and Fittings............................................................................................. 30 8.03 Jointing of Pipe and Fittings............................................................................................ 30 8.04 Setting Hydrants.............................................................................................................. 31 8.05 Conductivity..........................................................................................................:.......... 31 8.06 Sewer Crossings.............................................................................................................. 31 8.07 Valves, Boxes, Manholes, Vaults and Fittings............................................................... 32 8.08 Building Services............................................................................................................. 32 9.00 BACKFILLING ............................................... .............................................. ...................... _._. 33 9.01 General.............................................................................................................................33 9.02 Backfill Procedure at Pipe Zone..................................................................................... 33 9.03 Backfill Procedure Above the Pipe Zone........................................................................33 9.04 Disposal of Excess Materials and Debris....................................................................... 34 9.05 Fill Material..................................................................................................................... 34 9.06 Density Tests.................................................................................................................... 34 10.00 TESTING AND DISINFECTING MAINS_........................................................................ 35 10.01 PressureTesting............................................................................................................. 35 10.02 Disinfecting Mains and Temporary Water Services .................................................... 36 10.03 Electrical Conductivity Test.......................................................................................... 36 10.04 Trace Wire Test - PVC Watermain............................................................................... 37 11.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE...__ ....... .................... _... 38 11.01 Restoration of Surface.................................................................................................... 38 11.02 Dust Control During Construction................................................................................. 38 11.03 Mailbox Restoration....................................................................................................... 38 11.04 Maintenance of Streets Until Surfaced.......................................................................... 38 11.05 Clean Up......................................................................................................................... 38 11.06 Guarantee........................................................................................................................ 38 11.07 Failure to Replace Defective Parts................................................................................. 39 12.00 TURF ESTABLISHMENT....................................................................»............................... 40 iii 12.01 General............................................................................................................................ 40 13.00 METHOD OF PAYMENT...................................................................................................... 41 13.01 Watermain Pipe.............................................................................. 13.02 Compact Ductile Iron Fittings........................................................ 13.03 Hydrants.......................................................................................... 13.04 Valves and Boxes........................................................................... 13.05 Copper Water Service Pipe............................................................ 13.06 Corporation Cocks.......................................................................... 13.07 Service Saddles............................................................................... 13.08 Curb Stops and Boxes.................................................................... 13.09 Air Relief Manholes....................................................................... 13.10 Piling............................................................................................... 13.11 Special Conditions.......................................................................... 13.12 Special Sections.............................................................................. 13.13 Sheeting Ordered Left in Place ...................................................... 13.14 Jacking............................................................................................ iv ............................ 41 ............................ 41 ............................ 43 ............................ 43 ............................ 43 ............................ 44 ............................ 44 ......I ..................... 44 ............................ 44 ...................:.........44 ............................ 44 ............................ 44 ............................ 44 ............................. 45 SECTION 1.00 - SCOPE 1.01 GENERAL It is the intent of these detailed specification requirements to provide the requirements for watermain construction in the City of Chanhassen, Minnesota. 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, furnish all material, equipment, tools and labor necessary to do the work required under his/her contract and unload, haul and distribute all pipe, castings, fittings, valves, hydrants, and accessories. The contractor shall also remove any street surfacing as required; excavate the trenches and pits to the required dimensions; construct and maintain all bridges for traffic control; sheet, brace and support the adjoining ground or structures where necessary; handle all drainage or ground water; provide barricades, guards and warning lights; lay and test the pipe, castings, fittings, valves, hydrants, and accessories, backfill and consolidate the trenches and pits; maintain the street or other surface over the trench until surface restoration; restore the roadway surface unless otherwise stipulated; remove surplus excavated material; and clean the site of the work. Installation shall include a six (6') foot witness post when the gate valve is located outside the traveled roadway. Attached to the witness post shall be a "GV" sign installed perpendicular to the roadway. The sign shall be made of aluminum with 3M brand or equal engineering grade reflective sheeting. The contractor shall also furnish all equipment, tools, labor and materials required to rearrange sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the above work to completely construct the watermain facilities shall be done in strict accordance with the project's contract documents to which these specifications are a part thereof. 1.03 LOCATION OF THE WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the satisfactory coordination of the construction of the watermain facilities with other construction and activities in the area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS Refer to Section 7.02 of the General Conditions. I 1.06 REFERENCE REQUIREMENTS In the specification requirements, reference is made to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Construction" of the Minnesota Department of ' Transportation 2005 Edition and all subsequent amendments, and City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer and Storm Sewer Installation, 1999 Edition, and all subsequent amendments shall apply. 11 1 1 I I [] 1 1 I SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all new, and conform to the requirements for class, kind, size and materials as specified below. All materials permanently incorporated in the work shall be made in America in accordance with Minnesota State Statute 1613.101 PREFERENCE FOR AMERICAN -MADE MATERIALS. The contractor shall submit in writing a list of materials showing the manufacturer designation of all materials. This list must be approved by the engineer. 2.02 DUCTILE IRON FITTINGS Ductile iron fittings shall have mechanical joints and shall be Class 350 for sizes up to and including twelve inches (12") in diameter and shall conform to A.W.W.A. Specification C153, covering compact fittings. Ductile iron fittings shall be paid per ductile iron body weights. Mechanical joints shall conform to A.W.W.A. Specification CI 11, latest revision, with gaskets. Gaskets shall be made from vulcanized crude rubber compound. All surfaces shall be smooth, free from imperfections and free from porosity. Conductivity straps shall be furnished and installed in accordance with Section 2.15. All fittings shall be tar coated on the outside and cement lined on the inside, and furnished with all NSS Cor -Blue nuts and bolts. Cement mortar lining shall be in accordance with A.W.W.A Specification C104, latest version. 2.03 DUCTILE IRON PIPE (DIP) Ductile iron pipe shall be designed for a minimum working pressure of 150 pounds per square inch and shall conform to the applicable dimensions and tolerances of A.W.W.A. Specification C151, latest revision, for ductile iron pipe. Fittings shall be ductile iron and shall meet the requirements as specified in Section 2.02. All ductile iron pipe shall be cement lined and the maximum deflection of the pipe shall not exceed 2% of the pipe diameter to prevent cracking of the lining. Weighing scales may be required, as specified in Section 2.02, to verify weight of pipe. Nominal thickness of wall for ductile iron pipe shall be as follows: Size Class Pioe Thickness Inches 6" Class 52 0.31 8" Class 52 0.31 10" Class 52 0.35 12" Class 52 0.37 3 I ' Polyvinyl chloride pressure pipe (PVC) for watermain shall conform to A.W.W.A. C900 for pipe sizes 4" to 8". All pipe shall have a minimum dimension ratio (DR) of 18 corresponding to a ' working pressure of 150 PSI for PVC type 1120 pipe. Laying lengths shall be 20 feet (+I") for all sizes. PVC pipe larger than 8" diameter will not be allowed. ' Joints. The bell shall consist of an integral wall section with a factory -installed, solid cross-section elastometric ring which meets the requirements of ASTM F477. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900 ' for sizes 4" to 8". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in accordance with A.W.W.A. C900. ' Fittings. Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and shall conform to the requirements of A.W.W.A. C110 (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron ' fitting shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under 14" Class 51 0.36 16" Class 51 0.37 18" Class 51 0.38 20" Class 51 0.39 ' 24" Class 51 0.41 30" Class 51 0.43 36" Class 51 0.48 ' 42" Class 51 0.53 Pipe walls shall be of a thickness to support 2% full threads for the size of service necessary of ' Standard Corporation stop threads as specified by A.W.W.A. C800. A service saddle shall be used when the corporation stop exceeds the size listed in the following for each diameter of watermain. Watermain Size Maximum Cora Size Without Saddle 6" 3/4" 8" 1 %4" 10" 1'/2" 12" 2" 14" and larger 2" All ductile iron pipe shall be marked "DUCTILE IRON' in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. ' 2.03a Plastic Film Wrao. An approved plastic film wrap for protection of ductile iron pipe shall be provided at all locations. The wrap shall be the "tube" type having 8 -mil thickness. A two (2) inch ' wide polyethylene adhesive tape shall be used to secure the tube of film to the pipe. The unit bid price per lineal foot shall include the cost of furnishing and installing the plastic wrap and shall be compensation in full regardless of the size of the pipe to be protected. ' 2.04 POLYVINYL, CHLORIDE PIPE (PVC). ' Polyvinyl chloride pressure pipe (PVC) for watermain shall conform to A.W.W.A. C900 for pipe sizes 4" to 8". All pipe shall have a minimum dimension ratio (DR) of 18 corresponding to a ' working pressure of 150 PSI for PVC type 1120 pipe. Laying lengths shall be 20 feet (+I") for all sizes. PVC pipe larger than 8" diameter will not be allowed. ' Joints. The bell shall consist of an integral wall section with a factory -installed, solid cross-section elastometric ring which meets the requirements of ASTM F477. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900 ' for sizes 4" to 8". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in accordance with A.W.W.A. C900. ' Fittings. Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and shall conform to the requirements of A.W.W.A. C110 (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron ' fitting shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping down. All buried nuts and bolts shall be solid stainless steel and spray -coated with a bituminous coal tar supplied by the manufacturer. Trace Wire. Trace wire shall be laid with all PVC watermain and shall be #12 copper -insulated and rated for underground service. The trace wire shall be connected to all fire hydrants by wrapping three times around the hydrant barrels just below the break off flange and continue back down to the main line. Splicing trace wire shall be accomplished by twisting the two ends and heat shrink wrapping the splice. Splicing shall not be more frequent than one splice per 250 feet; wire nut splices are not allowed. Trace wire to be laid below all pipe, fittings and hydrants, and welded to DIP at transitions to PVC watermain. Service Saddles. All services shall be installed as per Section 2.13 with double strap. Pipe Bedding Material. Pipe bedding material shall be in accordance with Section 7.02 of the Sanitary Sewer Specifications and shall be installed as per Standard Plate No. 2203 of these specifications. Pipe bedding material shall be considered incidental to the pipe installation. 2.05 RESILIENT WEDGE GATE VALVES 0" TO 18" IN DIAMETER) Gate valves shall be resilient wedge type, manufactured to meet all applicable requirements of A.W.W.A. Standard for Resilient Sealed Gate Valves C515-80. Valves shall have non -rising stems, opening in a counterclockwise direction. Valves shall be furnished with all exterior solid stainless steel nuts and bolts and spray -coated with a bituminous coal tar supplied by the manufacturer. Cast iron wedge shall have sealing surfaces of the wedge permanently bonded with resilient material to meet ASTM tests for rubber to metal bond STM 429-73. Valves shall have full epoxy coating on the inside, such as Mueller Series 2360 with full epoxy coating on the exterior of valve, or approved equal. Payment shall be at the bid unit price stated on the proposal and shall include all miscellaneous items associated with the work. Valves shall be provided with a two-inch (2") square operating nut and shall open in a counterclockwise direction. 2.06 BUTTERFLY VALVES Butterfly valves shall be located as shown on the plans positioned as shown on the standard plates and be constructed for buried service. Bodies shall be of cast iron with mechanical joint to fit ductile iron pipe and be furnished with all solid stainless steel nuts and bolts. Valve bearings shall be of nylon or permanently lubricated bronze. The rubber seat shall be permanently bonded to the body. The shaft shall be 304 stainless steel with a disc Ni -resist Type I with polished edge. The operator shall be constructed and sealed for buried or submerged service. This unit shall be equipped with an A.W.W.A. two-inch (2") square operating nut, and open in a counterclockwise direction. The valve and operator assembly and all components shall be equal or exceed all recognized standards and shall be Henry Pratt "Groundhog", Dresser 450, Kennedy or American, or approved equal. Minimum requirements for butterfly valves shall conform to A.W.W.A. C504, latest revision. 5 I [1 1 I I I Valves shall be furnished with all exterior stainless steel nuts and bolts and spray -coated with a bituminous coal tar supplied by the manufacturer. 2.07 VALVE BOXES Valve boxes shall be cast iron of the three piece type suitable for a depth of 7% feet of cover over the top of the pipe or to a depth as shown on the plans. For valves buried to a depth greater than 8 feet from the top of operating nut to the top of the finished grade, the valve box shall be equipped with a riser rod in a length when connected to the operating nut is 6" below the top of the finished grade. Boxes shall be 5'114" diameter, bases may be round or oval and length adjustment shall be screw type. Valve boxes shall be Tyler 6860 G, Mueller H10361 or Bibby -Ste. -Croix or approved equal as shown on City Standard Plate No. 1006. Drop covers on valve boxes shall bear the word "water" on the top. 2.08 VALVE BOX ADAPTERS Valve box adapters shall be installed on all gate valves and butterfly valves as manufactured by Adapter, Inc. or approved equal. Payment for said adapters shall be considered incidental to the price of gate valves or butterfly valves. 2.09 HYDRANTS Fire hydrants purchased or installed shall meet or exceed all applicable requirements and tests of ANSI and the latest revisions of AWWA Standard C502. Fire hydrants shall meet all test requirements and be listed by Underwriters Laboratories Inc. Fire hydrants shall meet all test requirements and have full approval of Factory Mutual. Fire hydrants shall meet the following requirements. Fire hydrants shall be rated for a working pressure of 250 Psig. (1825 kPa). Fire hydrants shall be of the compression type, opening against the pressure and closing with the pressure. Fire hydrants shall have a minimum 5'/d' main valve opening and a minimum inside lower/upper barrel diameter (I.D.) of 7" to assure maximum flow performance. Pressure loss at 1,000 GPM shall not exceed the following value. 4%' Pumper Nozzle: 2.50 psi Fire hydrants shall be three-way in design, having one 4Y? pumper nozzle and two 2%z" hose nozzle(s). Nozzle thread type shall be national standard fire coupling screw threads. Nozzles shall thread counterclockwise into hydrant barrel utilizing "o" ring seals. A suitable nozzle lock shall be in place to prevent inadvertent nozzle removal. N The bonnet assembly shall provide an oil reservoir and lubrication system that automatically circulates lubricant to all stern threads and bearing surfaces each time the hydrant is operated. This lubrication system shall be sealed from the waterway and any external contaminants by use of "o" ring seals. An anti -friction washer shall be in place above the thrust collar to further minimize operating torque. The oil reservoir shall be factory filled with a low viscosity, FDA approved non-toxic oil lubricant that will remain fluid through a temperature range of -60" F to +150° F. The operating nut shall be a one-piece design, manufactured of ASTM B-584 bronze. It shall be national standard pentagon in shape and the nut dimensions shall be measuring I%" from point to flat. The operating nut shall be affixed to the bonnet by means of an ASTM B-584 bronze hold down nut. The hold down nut shall be threaded into the bonnet in such a manner as to prevent accidental disengagement during the opening cycle of the hydrant. The use of Allen head set screws as a means of retention is unacceptable. A resilient weather seal shall be incorporated into the hold down nut for the purpose of protecting the operating mechanism from the elements. The direction of the opening shall be counter -clockwise and an arrow shall be cast on the bonnet flange to indicate the specified opening direction. The hydrant bonnet shall be attached to the upper barrel by not less than eight bolts and nuts and sealed by an "o" ring. Hydrants shall be a "traffic -model" having upper and lower barrels joined at the ground line by a separate and breakable "swivel" flange providing 360° rotation of upper barrel for proper nozzle facing. This flange shall employ not less than eight bolts. The safety flange segments shall be located under the upper barrel flange to prevent the segments from falling into the lower barrel when the hydrant is struck. The pressure seal between the barrels shall provide not less than 18" of clearance from the centerline of the lowest nozzle to the ground. The operating stem shall consist of two pieces not less than I VV diameter (excluding threaded or machined areas) and shall be connected by a stainless steel safety coupling. The safety coupling shall have an integral internal stop to prevent the coupling from sliding down into the lower barrel when the hydrant is struck. Screws, pins, bolts, or fasteners used in conjunction with the stem couplings shall also he stainless steel. The top of the lower stem shall be recessed 2" below the face of the safety flange to prevent water hammer in the event of a "drive over" where a vehicle tire might accidentally depress the main valve. The lower barrel shall be an integrally cast unit. The use of threaded on or mechanically attached flanges is deemed unacceptable. The hydrant bury depth shall be 7.0' of cover over the hydrant service and clearly marked on the hydrant lower barrel for 8.0' bury unless otherwise specified. All buried bolts and nuts shall be high-strength, ductile iron T -bolts and hex nuts with composition, dimensions, and threading in accordance with the latest revision of I ANSI/AWWA Standard C111/A21.11. The T -bolts and hex nuts shall be NSS Cor -Blue or an approved equal. Composition of the main valve shall be a molded rubber having a durometer hardness of 95 +/- 5 ' and shall be reversible in design to provide a spare in place. Plastic (polyurethane) main valves are unacceptable. The main valve shall have a cross section not less than 1 ". Hydrants shall be equipped with two (2) drain valves that drain the barrel when the hydrant is closed and seal shut when the hydrant is opened. These drain valves shall be an integral part of the one piece bronze upper valve plate. They shall operate without the use of springs, toggles, tubes, levers or other intricate synchronizing mechanisms. The upper valve place, seat ring and drain ring (she bushing) must be ASTM B-584 bronze and work in conjunction to form an all bronze drain way. A minimum of two (2) internal and two (2) external drain openings are required. Drains ported through an iron shoe must be bronze lined. ' The bronze seat ring shall thread into a bronze drain ring (or shoe bushing) providing a bronze - to -bronze connection. Seat rings shall be "o" ring pressure sealed. Hydrants shall be Waterous WB -67 or Mueller Super Centurion 250 or approved equal. All hydrants shall be given one additional coat of paint after installation. All abraded surfaces shall be cleaned prior to application of the final field coat. The field coat of paint shall be per the manufacturer's specifications. All painted surfaces shall be warranted for a period of two years from the time the City accepts the ' public utility improvements. In the event the hydrant paint is not in satisfactory condition at the end of the warranty period, the entire hydrant shall be prepared (scraping, sanding) and repainted in accordance with these specifications. ' Any hydrant that is extended 6" or more shall be supplied with an extra -heavy operating rod from the base to top of hydrant. The shoe inlet size and connection type shall be MJ having ample blocking pads for sturdy setting and the MJ connection must have two strapping lugs to secure the hydrant to piping. A minimum of six solid stainless steel bolts and nuts are required to fasten the shoe to the lower barrel. The interior of the shoe including the lower valve plate and stem cap nut shall have a protection coating that meets the requirements of AWWA C-550. If a stem cap nut is utilized, a stainless steel lock washer or similar non -corrosive device that will prevent the cap nut from backing off during normal use must lock it in place. 1 Hydrants shall be warranted by the manufacturer against defects in materials or workmanship for a period of ten years (10) from the date of manufacture. The manufacturing facility for the hydrant must have current ISO certification. Hydrants shall be Waterous WB -67 or Mueller Super Centurion 250 or approved equal. All hydrants shall be given one additional coat of paint after installation. All abraded surfaces shall be cleaned prior to application of the final field coat. The field coat of paint shall be per the manufacturer's specifications. All painted surfaces shall be warranted for a period of two years from the time the City accepts the ' public utility improvements. In the event the hydrant paint is not in satisfactory condition at the end of the warranty period, the entire hydrant shall be prepared (scraping, sanding) and repainted in accordance with these specifications. ' Any hydrant that is extended 6" or more shall be supplied with an extra -heavy operating rod from the base to top of hydrant. All hydrant installations shall include a location marker as shown on Detail Plate No. 1004. Immediately after installing or relocating a fire hydrant, it must be securely covered by the contractor with a plastic bag to indicate it is "out of service". The plastic bag may only be removed for testing purposes by a city representative. Upon approval of all testing (hydro, bacteria, flush and conductivity) and city acceptance, the Chanhassen Utility Department will open the gate valve, remove the plastic bag and flush the hydrant. "PLEASE NOTE: The Utility Department requires a 48-hour advance notice to schedule turning on or off water lines. 2.10 CORPORATION COCKS D.I.P. All corporation cocks shall conform to A.W.W.A. Standards with A.W.W.A. threaded inlet and A.W.W.A. copper service pipe outlet. Minimum size corporation cocks shall be 1" x 1" and shall be installed with saddles on all 6" and smaller D.I.P. watermains (3/4" x I" corporations are not allowed). Corporation cocks shall be Mueller #H 15000, Ford F 600 or approved equal. 2.11 CURB STOP AND BOX Curb stop shall be Minneapolis pattern for copper service pipe inlet and outlet, with an inverted key, and shall be Mueller Company Mark II Oriseal #H-15154, Ford B22 -333M, B22 -444M or approved equal. The stop box shall be an extension type with stationary rod Minneapolis, pattern base and a 1-1/4" upper section. Boxes shall have a 12" adjustment with a 8 -foot length when fully extended. Stop boxes shall be Mueller Company #H-10300 Series, Ford EM2-80-56-75R or approved equal. Curb stops shall be tied to definable landmarks such as manholes, catch basins, gate valves, hydrants and building corners. Swing ties shall be no longer than 100 feet in length between tie points. Property comers, trees, power poles, light poles, telephone or utility boxes are not acceptable ties. This record shall be turned over the engineer for his/her records at time intervals specified by the engineer. The lid shall be Mueller #89375 or equal. 6 2.13 SERVICE SADDLES All service connections to PVC pipe shall be stainless steel, double strap and bolt (minimum) service saddles and spray -coated with bituminous coal tar. Service saddles shall have stainless steel washers between the nut and the plastic washer to equalize tightening stress. Rubber tapered gaskets shall be required to resist circumferential and longitudinal forces along with 0 -ring or flat gaskets for ' hydraulic seal. Saddle bolts shall be tightened to the manufacturer's recommended tightness as verified with a torque wrench. Bolt tightness shall be rechecked after the pipe tap is complete. All services shall be pressure tested with the main line and shall be Romac Style 304, Ford style FS 303, Cascade CSC -2, Smith Blair 371-372 or approved equal. For use on Ductile Iron Pipe, service saddles shall be provided for all services larger than those ' specified in Article 2.03 and shall be Ford iron service saddles, style F202, zinc plated double straps, rubber gaskets and standard thread pattern as per A.W.W.A. C800 or approved equal. I2.14 RETAINER GLANDS All retainer glands shall be ductile iron with set screws being solid stainless steel and spray -coated ' with a bituminous coal tar supplied by the manufacturer, similar to American Double -X mechanical joint retainer glands or approved equal and shall be capable of withstanding torque of not less 80 -foot pounds. 2.15 MECHANICAL JOINT RESTRAINTS Mechanical joint restraints shall be manufactured of ductile iron conforming to ASTM A 536-80 with ductile iron restraining devices heat treated to a minimum hardness of 370 GHN. Thrust Restraint Criteria: A) Megalug, or approved equal, joint restraining glands are required at pipe joints. B) For restrained joints, the number of feet (m) of tied pipe required shall be in accordance with the table shown on Detail Plate No. 1011. 1 10 2.12 COPPER TUBING ' Copper tubing shall comply with the following and shall be manufactured in the United States of America: ' Federal Specification WW -T-799 Type K ASTM Specification B-88-62 Type K AWWA Specification C-800-55 Type K One -inch (I") seamless copper service lines shall be of minimum size for all water service, except ' where specified by City of Chanhassen in high-pressure water areas or where there are other unusual circumstances. 2.13 SERVICE SADDLES All service connections to PVC pipe shall be stainless steel, double strap and bolt (minimum) service saddles and spray -coated with bituminous coal tar. Service saddles shall have stainless steel washers between the nut and the plastic washer to equalize tightening stress. Rubber tapered gaskets shall be required to resist circumferential and longitudinal forces along with 0 -ring or flat gaskets for ' hydraulic seal. Saddle bolts shall be tightened to the manufacturer's recommended tightness as verified with a torque wrench. Bolt tightness shall be rechecked after the pipe tap is complete. All services shall be pressure tested with the main line and shall be Romac Style 304, Ford style FS 303, Cascade CSC -2, Smith Blair 371-372 or approved equal. For use on Ductile Iron Pipe, service saddles shall be provided for all services larger than those ' specified in Article 2.03 and shall be Ford iron service saddles, style F202, zinc plated double straps, rubber gaskets and standard thread pattern as per A.W.W.A. C800 or approved equal. I2.14 RETAINER GLANDS All retainer glands shall be ductile iron with set screws being solid stainless steel and spray -coated ' with a bituminous coal tar supplied by the manufacturer, similar to American Double -X mechanical joint retainer glands or approved equal and shall be capable of withstanding torque of not less 80 -foot pounds. 2.15 MECHANICAL JOINT RESTRAINTS Mechanical joint restraints shall be manufactured of ductile iron conforming to ASTM A 536-80 with ductile iron restraining devices heat treated to a minimum hardness of 370 GHN. Thrust Restraint Criteria: A) Megalug, or approved equal, joint restraining glands are required at pipe joints. B) For restrained joints, the number of feet (m) of tied pipe required shall be in accordance with the table shown on Detail Plate No. 1011. 1 10 C) For special cases not covered by the standard plate design of thrust restraint, the construction shall be in accordance with Thrust Restraint Design.for Ductile Iron Pipe, Ductile Iron Pipe Research Association (1989). A working pressure of 250 psi (1725 kPa), shall be used for design calculation. The mechanical joint restraint shall have a working pressure of at least 250 psi and shall be MegaLug manufactured by EBAA IRON, INC. or approved equal. Restraints for C900 PVC shall be Ebba IRON Mega -Lug Series 2000 PV or approved equal. All mechanical joint restraints shall be spray -coated with a bituminous coal tar supplied by the manufacturer. 2.16 ELECTRICAL CONDUCTIVITY MATERIALS All joints on ductile iron pipe and fittings shall be connected with an electrical conducting copper strap, clips or cable designed and tested to withstand 400 amps. 2.17 AIR RELIEF MANHOLES Air relief manholes shall be constructed using pre -cast sections conforming to ASTM Specification C478 according to the standard plate. The standard manhole casting shall be NEENAH R -1740B with self-sealing lid or approved equal as shown on the standard plate and shall have two concealed pick holes. The minimum allowable weight shall be 380 pounds. Lettering on the manhole castings shall be as shown on the standard plate. All castings shall conform to the requirements and dimensions shown on the drawings. All covers must fit closely in the rings in any and all positions and, when placed in the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure applied on any point of the cover. 2.18 AIR RELIEF VALVES Air relief valves shall be Crispex Universal air valves manufactured by Multiplex Manufacturing Company or approved equal. The valve shall be furnished with a V inlet, a V shut-off valve (ball valve), a backflow check valve and all other accessories needed as per Standard Detail Plate No. 1006. An operating instructions and maintenance manual shall be included with the valve. 2.19 CONCRETE Concrete to be used shall be composed of a mixture of fine and coarse aggregate and a Portland Hydraulic Cement conforming to the ASTM Specification designation C-150, Type I, with the proper water -cement ratio to obtain a compressive strength not less than 3,000 pounds per square I inch in 28 days. The fine aggregate for concrete shall be composed of a clean washed sand of hard, ' sharp, durable particles. Coarse aggregate for concrete shall be composed of a gravel uniformly graded three -fourth inch (3/4") maximum size to #4 sieve. Coarse aggregate shall be composed of hard durable particles free of shale, chert, flat or elongated pieces. Fine and coarse aggregate shall ' conform to the A.S.T.M. Specification for Concrete Aggregates, Designation C-33. Mixing water shall be suitable for drinking purposes, containing no acids, alkalis, oils or other deleterious materials. Concrete shall be mixed in a mechanically operated mixer so controlled that the drum ' shall operate a minute and one-half after all materials including water are in the drum. Concrete mixtures shall conform to MnDOT Specification 2461. The slump shall not exceed four inches (4") plus or minus one inch (1 "). ' 220 SOIL MATERIALS 2.20a Normal "Fill Material"" Is defined under the backfilling Section No. 9.05 ' 2.20b Crushed Rock The material shall consist of durable crushed quarry rock of which 100% passes a 2" sieve and of which 95% is retained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants, and other organic matter, or any other materials considered objectionable by the engineer. 2.21 INSULATION Pipe wrapped insulation shall be three (3) inches of DOW Styrofoam FB brand plastic foam, or approved equal, wrapped around the entire pipe, pipe joints and bends for those areas designated on the plans. The insulation shall be installed with bands as per the manufacturer's specification. Sheet insulation shall be two-inch thick, four -feet wide Thermco Blue Dot Styrene, or approved equal, foam waterproof insulation. Sheets shall be centered on the pipe and installed above or below the pipe in accordance with typical Detail Plate No. 2204. I I I 1 12 I SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS 3.01 SHOP INSPECTIONS AND TESTING ' All materials furnished by the contractor are subject at the discretion of the engineer, to inspection 1 and/or testing by accepted methods at the plant of the manufacturer. This inspection and/or testing is to be made at the cost of the owner. The material supplier shall provide the city with copies of test results on materials that are furnished to the contractor. 1 3.02 FIELD INSPECTION AND TESTING 1 All materials furnished by or for the contractor for incorporation into the work under contract shall, at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the engineer. 1 3.03 DISPOSITION OF DEFECTIVE MATERIAL 1 All material found during the process of inspecting and testing to be defective, or defective material encountered at any time during the progress of the work, will be rejected by the engineer and the contractor shall promptly remove from the site all such material , 3.04 CONCRETE TEST CYLINDERS On all types of concrete construction, up to four (4) test cylinders may be taken from each section of ' the structure cast in one operation. The project engineer or authorized representative shall, within four (4) days of their origin, deliver all cylinders to an approved testing laboratory. The actual cost ' of testing shall be paid by the owner. 1 1 1 1 1 I 1 13 1 SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 4.01 MATERIAL FURNISHED BY CONTRACTOR The contractor shall be responsible for all material furnished by him, and she shall replace at his/her own expense all such material that is found to be defective in manufacture or that has become damaged in handling after delivery by the manufacturer. This shall include the furnishing of all material and labor required for the replacement of installed material discovered defective prior to the final acceptance of the work, or during the warranty period of the work. 4.02 MATERIAL FURMSHED BY THE OWNER The contractor's responsibility for material furnished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acceptance of the material by the contractor. The contractor shall examine all material furnished by the owner at the time and place of delivery and shall reject all defective material. The point of delivery shall be stated in the "Special Provisions". 4.03 REPLACEMENT OF DAMAGED MATERIAL Any material furnished by the owner that becomes damaged after acceptance by the contractor shall be replaced by the contractor at his/her own expense. 4.04 RESPONSIBILITY FOR SAFE STORAGE The contractor shall be responsible for the safe storage of material furnished by or to him, and accepted by him, and intended for the work, until it has been incorporated in the completed project. The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter at all times. Valves and hydrants shall be drained and stored in a manner that will protect them from damage and freezing. 14 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise directed in the special provisions, be unloaded at the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall at all times be handled with care to avoid damage. In distributing the material at the site, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. Pipe shall be so handled such that the coating and lining will not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made by the contractor at his/her expense in a manner satisfactory to the engineer. 5.02 PIPE ALIGNMENT AND GRADES All pipe shall be laid and maintained to the required lines and grades; with hydrants, valves and fittings at the required locations; and with joints centered and drawn "home'; and with all valve and hydrant stems plumb. The owner will furnish line and grade stakes necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer may order replaced any stakes she deems necessary for the proper protection of the work. Any replacements shall be at the contractor's expense. All pipes shall be laid to the depth shown on the contract drawings. The contractor shall satisfactorily maintain the specified cover. If additional bends are required where not shown on the drawings to maintain alignment around curves, the contractor shall provide the required number and be compensated at the unit price as proposed on the bid form. The following is the maximum allowable joint deflection for the cast iron pipe. A.W.W.A. C-600 TABLE 1 & 2 - SUMMARY * 18' length 15 (20' Pipe Length - except as noted) Maximum Allowable Deflections (inches) PiW Size Mechanical Joint Push -on Joint 4 31"* 21" 6 27"* 21" 8 20" 21" 12 22" 21" 16 15" 12" 18 12" 12" 20 12" 12" 24 10" 12" 30 10" 8" 36 9" 8" 42 8" 8" 48 8" 8" * 18' length 15 I Ll 5.03 DEVIATION WITH ENGINEER'S CONSENT No deviation shall be made from the required line or grade except with the written consent of the engineer. ' 5.04 DEVIATIONS OCCASIONED BY OTHER UTILITY STRUCTURES Wherever existing utility structures or branch connections leading to main sewers or to main drains or other conduits, ducts, pipe or structures present obstructions to the grade and alignment of the pipe, they shall be permanently supported, removed, relocated or reconstructed by the contractor ' through cooperation with the owner of the utility, structure or obstruction involved. In those instances where their relocation or reconstruction is impracticable, a deviation from the grade will be ordered and the change shall be made in the manner directed with extra compensation allowed ' therefore at unit prices, if applicable. I 1 I 1 1 I 16 SECTION 6.00 — DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 6.01 GENERAL This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing materials, anchors, blocking, encasement, and other necessary appurtences. All materials and equipment used in the drilling systems shall be of high quality and generally accepted in the industry. The services furnished by the contractor shall be performed in accordance with standard HDD industry practice and these documents and shall include all labor, equipment, and consumables necessary to accomplish the following tasks: a. Clearing, grading, and general site/access preparation necessary for construction operations. b. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. c. Erection of horizontal drilling equipment at the rig site indicated on the drawings. d. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull section. e. Reaming the pilot hole along the path indicated on the drawings. f Prefabrication of the pull section including thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. g. Installation of the prefabricated pull section in the reamed hole. h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. i. Pre -installation and post -installation hydrostatic testing of each individual HDPE pipe in accordance with the applicable specification. j. Clean-up and restoration of all work areas. 6.02 GOVERNING STANDARD Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the applicable requirements of ANSI/AWWA C906. The supplementary information required in the foreword of the governing standard is as follows Affidavit of Compliance (Sec. 6.3) 17 Required LJ 1 1 1 [1 1 1 1 1 Plant Inspection (Sec. 5.9) Not Required Special Markings (Sec. 6.1.4) Not Required Special Preparation for Shipment (Sec. 6.2) Not Required Special Quality Assurance Testing (Sec. 5) Required 6.03 SUBMITTALS All procedures or material descriptions requiring the engineer's approval shall be submitted not less than 3 weeks prior to commencing any horizontal directional drilling activities. Submittals shall include but are not limited to the following: a. Composition of drilling fluid. b. Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). c. Buoyancy control plan (if applicable). d. Drilling fluid disposal plan. e. Working drawings showing the pipeline grade proposed by the contractor based on his design of the directional drilling installation. The contractor shall submit final design drawings of the directionally drilled HDPE system which shall include all details, dimensions, quantities, and cross sections necessary to construct the pipeline. The plans and elevations shall be developed in accordance with the lines and grades indicated on the drawings. The drawings and data shall be prepared and signed by a professional engineer licensed in the State of Minnesota. Drawings shall include, but shall not be limited to the following: a. Details of joints. b. Gasket material. c. Pipe length. d. Certified calculations indicating the required DR estimated force, allowable force, and safety factor for each of the pipe diameters in order to stay within the allowable tensile stress limits when pulling each pipe into a reamed hole. 18 e. Certified calculations using the required DR's determined in the tensile analysis showing the actual hydraulic pressure, allowable hydraulic pressure, and safety factor for each of the pipe diameters based on a short term ring collapse analysis. f. Pipe depth. g. Pipe pressure class. h. Affidavit of Compliance (ANSI/AW WA C906, Sec. 1.5). i. Special Quality Assurance Testing (ANSI/AWWA C906, Sec. 4). 6.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. a. Contact the utility location/notification service and all other utilities not covered by this service for the construction area. b. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horizontally located within 10 feet of the designed drilled path. c. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. The contractor shall be responsible for locating any and all underground facilities regardless of the engineer's previous efforts in this regard. The contractor shall be responsible for all losses and repairs to underground facilities resulting from drilling operations. 6.05 PERMITS AND APPROVALS The Contractor shall obtain all other necessary permits and approvals. All work performed shall comply with the requirements of the permits obtained. 6.06 QUALITY ASSURANCE Qualifications - The pipe manufacturer shall provide the services of an experienced, competent, and authorized representative to visit the site of the work to advise and consult with the contractor during joining and installation of the pipe. The manufacturer's representative shall not directly supervise the contractor's personnel, and the contractor shall remain responsible for the pipeline work. Storage and Handling - Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct sunlight. 19 ' 6.07 DESIGN The contractor shall retain a professional engineer registered in Minnesota with experience in ' design and construction of at least five (5) directional drilling installations of material similar to the proposed project. The design engineer shall sign and seal the construction drawings and design calculations. The design engineer shall be licensed to practice in the State of Minnesota and shall maintain professional liability insurance. The contractor shall design the entire directional drill installation including the final grade of the pipeline. The HDPE pipe class shall be determined to suit the contractor's means and methods and loadings anticipated during and following installation. ' Design Criteria - Analysis shall include the following failure scenarios: a. Tensile yield resulting from the pulling force applied to the pipe as it is pulled into a ' reamed hole. b. Collapse of the pipe due to external hydrostatic pressure exerted by the drilling fluid ' column which surrounds the pipe. c. Horizontally Directionally Drilled Pullback operations corresponding to a 12 hour "safe ' stress" at 5 percent of strain design limit. d. Minimum safety factor of 1.5 to determine DR the allowable tensile stress limits analysis. ' e. Minimum safety factor of 2.0 for DR selection using short term ring collapse analysis. ' 6.08 MATERIALS ' Pipe/Fittings - Chevron "Plexco" or Phillips "Driscopipe", ANSI/AWWA C906; material designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron Pipe Size) OD, DR 11.0. Joints - Thermal butt fusion joints, ASTM D3261. Couplings - Electrofusion Couplers. Connections with DIP - Connections shall be made using fittings suitable for such purposes. Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and metal backup ring. The adjoining ductile iron fitting shall be of an equivalent internal diameter as the polyethylene piping. Tracer Wire - Tracer wire shall be laid with all HDPE watermain and shall be Copperhead HDD or engineer approved equal. Coordinate installation, testing, and above ground termination of tracer wire with the City. 20 6.09 ACCESS The contractor shall work within the designated Right of Way. Access to the work site shall be acceptable to all governing agencies. 6.10 INSTALLATION Laving Pipe - Pipe shall not be laid in water or under unsuitable weather or trench conditions, and shall be protected against entry of foreign matter. During cold weather, particular care shall be taken in handling and laying pipe to prevent damage by impact. Whenever pipe laying is stopped, the open end of the line shall be closed with a tight -fitting end board to keep out sand and earth. The end board shall have several perforations near its center to permit water into the pipe, thus preventing flotation in the event that the trench is flooded. Standing water in the trench shall be removed before the end board is removed. Pipe shall be protected from exposure to sunlight, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. Cleaning - The interior of all pipe and fittings shall be thoroughly cleaned before installation and shall be kept clean until work has been accepted. Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: a. Alignment - Plus or minus 5 feet. b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The contractor shall determine the entry side of the pilot hole drilling depending on the pipe grade, availability of right-of-way, room to string the pipeline, and other factors. c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact location shown on the drawings. In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-of-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. Cutting Pipe - Cutting shall comply with the pipe manufacturer's recommendations. Cuts shall be smooth, straight, and at a right angle to the pipe axis. After cutting, the end of the pipe shall Flo 1 be dressed to remove all roughness and sharp corners and shall be beveled in accordance with the manufacturer's instructions. Jointine - Jointing shall conform to the instructions and recommendations of the pipe ' manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by the thermal butt fusion method in accordance with the pipe manufacturer's recommendations for the specified service. The butt fusion equipment used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer, including, but shall not be limited to, temperature requirements of 400°F, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100 percent efficient offering a joint weld strength equal to or greater than the tensile strength of the pipe. Socket fusion and extrusion welding or hot gas welding will not be acceptable. ' All joining procedures shall be acceptable to the engineer. Inspection - Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special attention to pipe ends. All defective pipe and fittings shall be removed from the site of the work. ' Connections with Other Piping - Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection with other piping shall be made at a time and ' under conditions which will least interfere with service to customers, and as authorized by the City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting of pipe shall be made. Facilities shall be provided for proper dewatering and for disposal of all ' water removed from the dewatered lines and excavations without damage to adjacent property. ' Special care shall be taken to prevent contamination of potable water lines when dewatering, cutting into, and making connections with other pipe. No trench water, mud, or other contaminating substances shall be permitted to get into the lines. The interior of all pipe, ' fittings, and valves installed in such connections shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. ' Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors, joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal ' pressure. Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed ' so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be as indicated on the drawings or as directed by the engineer. ' Reaction blocking, anchorages, or other supports for fittings installed in fill or other unstable ground shall be provided as indicated on the drawings or as directed by the engineer. 1 22 Protective Coatine - All steel clamps, rods, bolts, and other metal components of tapping saddles or reaction anchorages subject to submergence, or in contact with earth or other fill material, and not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard before the second coat is applied. 6.11 REAMING AND PULL BACK Pre-reamine - Pre -reaming operations shall be conducted at the discretion of the contractor. The contractor shall insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pipe resulting from inadequate pre -reaming shall be the responsibility of the contractor. All provisions of this specification relating to simultaneous reaming and pulling back operations shall also pertain to pre -reaming operations. Pullin Loads - The maximum allowable tensile load imposed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pipe's specified tensile yield strength and the area of the pipe section. Torsional Stress - A swivel shall be used to connect the pull section to the reaming assembly to minimize torsional stress imposed on the section. Pull Section Support - The pull section shall be supported as it proceeds during pull back so that it moves freely and the pipe is not damaged. External Collapse Pressure - The pull section shall be installed in the reamed hole in such a manner that external pressures are minimized and an appropriate counter -balancing internal pressure is maintained. Any damage to the pipe resulting from external pressure during installation shall be the responsibility of the contractor. Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor. Any buoyancy modification procedure proposed for use shall be submitted to the engineer for approval. No procedure shall be used which has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification. 11 11 1 1 1 1 I 1 1 23 1 6.12 DRILLING FLUIDS tComposition - The composition of all drilling fluids proposed for use shall be submitted to the engineer for review and approval. No fluid will be approved or utilized that does not comply ' with permit requirements or environmental regulations. Water - The contractor is responsible for obtaining, transporting, and storing any water required ' for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine acceptable water locations. ' Recirculation - The contractor shall maximize recirculation of drilling fluid surface returns. The contractor shall provide solids control and fluid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. A ' description of solids control and cleaning equipment proposed for use shall be submitted to the engineer. Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be conducted in compliance with all environmental regulations, right-of-way and workspace agreements, and permit requirements. Drilling fluid disposal procedures proposed for use shall ' be submitted to the engineer. Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed tor permitted. Inadvertent Returns - The contractor shall employ his best efforts to maintain full annular ' circulation of drilling fluids. Drilling fluid returns at locations other than the entry and exit points shall be minimized. In the event that annular circulation is lost, the contractor shall take steps to restore circulation. If inadvertent surface returns of drilling fluids occur, they shall be immediately contained with hand placed barriers (i.e. hay bales, sand bags, silt fences, etc.) and collected using pumps and other suitable equipment. If the amount of the surface return exceeds that which can be contained with hand placed barriers, small collection sumps, drilling ' operations shall be suspended until surface return volumes can be brought under control. t6.13 FIELD QUALITY CONTROL Instrumentation - The contractor shall at all times provide and maintain instrumentation which ' will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure the drilling fluid discharge rate and pressure. The engineer will have access to these instruments and their readings at all times. A log of all recorded readings shall be maintained and will ' become part of the "As Constructed" information to be supplied by the contractor. Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications. 1 24 11 Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. These tests are described in Section 10.00 of the Watermain Specifications. Additional testing may be required at the discretion of the engineer. All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the correction period specified in the General Conditions shall be repaired by and at the expense of the contractor. 25 �I SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL ' The trench shall be so dug that the pipe can be laid to the alignment and depth required and shall be excavated only so far in advance of pipe laying as the engineer shall specify. The trench shall be so braced and drained that the workmen may work therein safely and efficiently. All trenches shall be sheeted and braced as per Chapter 66: Trench bracing of the Minnesota Regulations Relating to Industrial Safety to a safe angle of repose. Such angle of repose shall be no less than the repose required by the Accident Prevention Division of the Minnesota State Industrial Commission or the ' requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive. It is essential that the discharge of any required trench dewatering pumps be conducted to natural tpublic drainage channels, drains or storm sewers. All trenches shall be excavated so that the pipe may be laid accurately to grade with a minimum of ' 7% feet of earth cover over the top of the watermains, unless otherwise noted on the drawings. All utility installations under existing "collector" roads or newly constructed (less than 5 years old) ' residential streets must be jacked or directional bored as appropriate. No open trenching will be allowed. ' 7.02 TRENCH WIDTH AND DESCRIPTION The trench width, at the top of the trench, may vary depending on the depth of the excavation and ' the nature of excavated material encountered. All trenches shall be constructed in strict accordance with requirements prescribed by the Occupational Safety and Health Act (OSHA). ' The trench width at pipe grade shall be ample to permit the proper laying and jointing of the pipe and fittings and for proper backfilling and compaction. The maximum width of trench at the top of the pipe shall be not greater than the outside diameter of the pipe plus four feet. ' The trench shall have a bottom conforming to the grade to which the pipe is to be laid. The pipe shall be laid upon sound soil, cut true and even so that the barrel of the pipe will have a bearing for its full ' length. If the excavation is inadvertently made below the bottom conforming to grade, it shall be backfilled with well tamped pit run sand or fine gravel or other material as approved by the engineer at no additional expense to the owner. ' Bell holes shall be dug at the ends of each length of pipe to permit proper jointing. Excavations for manholes and other structures shall have one foot minimum clearance on all sides. ' The trench shall be kept free from water until the joints have been completed. Chi 1 26 7.03 PIPE BEDDING When using ductile iron pipe and existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown on standard detail plate no. 2201. Otherwise, backfill as shown on standard detail plate no. 2202 may be used. When using PVC pressure pipe bedding and backfill shall be accomplished as per Section 7.02 of the sanitary sewer specifications and standard detail plate no. 2203. 7.04 PIPE FOUNDATION fN POOR SOIL When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with approved material and thoroughly compacted as shown on standard detail plate nos. 2203 and 2203A; or other approved means, such as piling, shall be adopted to assure a firm foundation for the pipe with extra compensation allowed the contractor as provided elsewhere in these specifications. The contractor shall furnish, drive, and place piling if ordered by the engineer. Piles shall be driven in exact position at locations determined by the engineer. The contractor at his/her own expense must replace piles not correctly positioned at the completion of driving. 7.05 PIPE CLEARANCE IN ROCK Large stones shall be removed to provide a clearance of at least twelve inches (12") below outside barrel of the pipe, valves, or fittings, and to a clear width of 12" on each side of all pipe and appurtenances for pipe 16" or less in diameter; for pipes larger than 16", a clearance of 18" below and clear width of 9" on each side of pipe shall be provided. Adequate clearance for properly jointing pipe laid in rock trenches shall be provided at bell holes. 7.06 BRACED AND SHEETED TRENCHES The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for otherwise, shall be considered as part of the excavation costs without additional compensation to the contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and repaired if necessary, and the earth around it compacted to a depth of one foot over the top of the pipe. Sheeting, bracing, etc. placed in the "pipe zone" (that part of the trench below a distance of one foot [11 above the top of the pipe) shall not be removed without the written permission or written order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid. Sheeting ordered left in place by the engineer in writing shall be paid for at the unit price bid. The contractor may also leave in place, at his/her own expense, to be embedded in the backfill of the trench any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose of preventing injury or damage to persons, corporations, or property whether public or private, for which the contractor under the terms of this contract is liable. 27 I I I 1 k I 1 I 7.07 PILING OF EXCAVATED MATERIAL All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions made for street drainage. 7.08 BARRICADES, GUARDS AND SAFETY PROVISIONS To protect persons from injury and to avoid property damage, adequate barricades, construction signs, flashing lights, and guards as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. The rules and regulations of the local authorities respecting safety provisions shall be observed. 11 7.09 TRAFFIC AND UTILITY CONTROLS Excavations for pipe laying operations shall be conducted in a manner to cause the least interruption to traffic. Where traffic must cross open trenches, the contractor shall provide suitable bridges at street intersections and driveways. The contractor shall post, where directed by the engineer, suitable signs indicating that a street is closed and necessary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, or other utility controls shall be left unobstructed and accessible during the construction period. 7.10 PRIVATE PROPERTY PROTECTION Trees, fences, poles and all other private property shall be protected unless their removal is authorized; and any property damage shall be satisfactorily restored by the contractor, or adequate compensation therefore shall be the responsibility of the contractor. 7.11 TUNNELING, JACKING, BORING OR EXCAVATION OTHER THAN OPEN TRENCH Where pipe cannot be placed by open trench excavation, the method for placing and payment therefore shall be stated in the special provisions. 7.12 RAILROAD AND HIGHWAY CROSSINGS When any railroad is crossed, all precautionary construction measures required by the railroad shall be followed. See Special Provisions or Detail Drawings. The contractor shall be responsible for securing necessary crossing permits. Before any construction is started, the successful bidder shall meet with the Minnesota Department of Transportation, County Highway Department, Railroad Maintenance Engineer, and the Consulting Engineers where applicable to determine the construction procedure to be followed, methods of rerouting traffic, placing of barricades, flares, signs, flagmen, etc., and methods of preventing damage to the highway or railroad. If required by the railroad or highway department, the 28 I I contractor shall deposit with them a certified check in an amount sufficient to cover the required repair work. ' 7.13 INTERRUPTION OF WATER SERVICE No interruption of water service will be allowed unless approved by the city engineer. The ' contractor will be required to provide temporary water service whenever possible. If an interruption in water service is approved, all consumers affected by the operation shall be notified by the contractor at least 48 hours before the operation and be advised of the probable time when service will be restored. All valves and hydrants that are required to be opened or closed shall be operated oUl by the Chanhassen Utility Department. The contractor shall notify the Chanhassen Utility ' Superintendent 48 hours in advance to request opening or closing of all gate valves and hydrants. 11 1 1 [l 29 1 L SECTION 8.00 - PIPE LAYING 8.01 INSTALLATION OF WATERMAIN AND APPURTENANCES Proper implements, tools and facilities satisfactory to the engineer shall be provided and used by the contractor for the safe and convenient prosecution of the work. ' Pipe and other materials shall be unloaded and distributed on the job in a manner approved by the engineer. In no case shall materials be thrown or dumped from the truck. All materials unloaded in an unsatisfactory manner shall be rejected and work shall be stopped until such materials have been examined by the inspector and approved. The contractor shall fumish the necessary assistance in such examination of materials. Watermain materials shall be carefully lowered into trench piece by piece by means of a derrick, ropes or other suitable tools or equipment, in such a manner as to prevent damage to materials and protective coatings and lining. Under no circumstances shall watermain materials be dumped into ' the trench. 8.02 LAYING OF PIPE AND FITTINGS ' Before lowering and while suspended, the pipe and fittings shall be inspected for defects to detect any cracks. Any defective, damaged or unsound material shall be rejected. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before it is lowered into its position in the trench, and shall be kept clean by approved means during and after ' laying. All openings along the line of the main shall be securely closed as directed, and in the suspension of work at any time, suitable stoppers shall be placed to prevent earth or other substances from entering the main. ' No pipe shall be laid in water or when the trench conditions are unsuitable for such work, except by written permission of the engineers. ' 8.03 JOINTING OF PIPE AND FITTINGS ' Ductile Iron - Jointing of mechanical joint pipe, push -on joint pipe, and fittings shall be done in accordance with A.W.W.A. Section 9b and 9c of A.W.W.A. Specification C600, latest revision. ' Mega -lugs shall be used to secure all mechanical joint pipe and fittings. When pipes are cut in the field, the cut or straight end shall have all sharp or rough edges removed ' before assembly. PVC - The bell shall consist of an integral wall section with a factory -installed, solid cross-section ' elastometric ring which meets the requirements of ASTM F-477. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900 for sizes 4" to 8". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in accordance with A.W.W.A. C900. PVC Pipe larger than 8" diameter will not be allowed. 1 30 Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and shall conform to the requirements of A.W.W.A. C110 (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron fitting shall be furnished with Cor -Blue nuts and bolts and shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping down. Restraints for C900 PVC pipe shall, per Section 2.15, be Ebba Iron Mega -Lug Series 2000 PV or approved equal. 8.04 SETTING HYDRANTS Hydrants shall be placed in locations as staked by the engineer. All hydrants shall be supported on an 18" x 18" x 5" solid concrete block or equal concrete base. Each hydrant shall he tied as shown on the detail drawings. After each hydrant has been set, there shall be placed around the base of the hydrant, not less than one (1) cubic yard of gravel or crushed rock from which all fine material has been removed. A layer of polyethylene, minimum 4 mil thickness, shall be carefully placed over the rock to prevent the backfill from entering the voids in the drain rock. All hydrants must be maintained in a plumb position during the backfilling operation. 8.05 CONDUCTIVITY When using D.I.P. conductivity shall be provided throughout the water system by use of copper straps or approved conductive gaskets with copper inserts. All mechanical joint fittings shall be equipped with copper straps. Lead tipped gaskets will not be approved for conductivity. Copper jumper straps between sections of pipe shall be not less than 1/16" x 3/4" strap bolted to shop welded pipe straps of the same size. Bolts shall be 5/16" diameter bronze. For all locations where shop welded straps are not available, field welds shall be made using the Cadweld method with size 32 cartridge. Each field weld shall be properly made after filing the surface of the pipe to a clean bare metal over the entire area of the weld. Straps bolted to mechanical joint fittings shall be not less than 1/16" x 1-1/2". All straps shall be securely fastened and backfill placed so as to not damage the conductivity. 8.06 SEWER CROSSINGS Watermains crossing sanitary sewers shall be laid to provide a separation of at least 18" between the bottom of the watermain and the top of the sewer. When local conditions prevent a vertical separation as described, the following construction shall be used: (a) Sewers passing over or under watermains shall be constructed of materials equal to , watermain standards of construction. I 31 1 (b) A length of water pipe shall be centered at the point of crossing so that the joints will be ' equidistant and as far as possible from the sewer. 8.07 VALVES, BOXES, MANHOLES, VAULTS AND FITTINGS ' Valves and fittings shall be placed where shown on the plans or as designated by the engineer. Jointing shall be done as previously specified herein. ' Unless otherwise specified or shown on the drawings, cast iron valve boxes shall be installed with all gate valves eighteen inches (18") or smaller and all butterfly valves. Valve boxes shall be firmly t supported with a valve box adapter to maintain centered and plumb alignment over the wrench nut of the valve, with box cover one-quarter to one-half inch (1/4" - 1/2") below the surface of the finished pavement or at such other level as may be directed by the engineer. ' All bends, tees, hydrants and plugs shall be securely braced against undisturbed soil using pre -cast concrete block or poured -in-place concrete thrust blocks. The method of anchorage must be ' reviewed and approved by the engineer prior to backfilling. In addition, Mega -lugs shall be installed at all bends. ' 8.08 BUILDING SERVICES Curb stops and boxes shall be installed as shown on the standard plates. The curb stop and box shall ' be located 9' inside of the property, unless specified otherwise. Ties to water services must be provided at the lateral, all vertical and horizontal bends and at right- of-way. Corporation stops shall be tapped into the main only when full of water under pressure. No taps shall ' be made into a dry pipe. Corporation stops shall be turned into the vice until tight and shall not be turned back to facilitate having the ocerating nut on the top. ' The copper service lines as placed between the watermains and the curb boxes shall have a minimum of 7.5 feet of cover except at the goose neck which shall have 6%: -foot minimum cover. Therefore, service lines must be placed (incidental to the project) beneath any obstruction which ' would prohibit the required cover if the service line was placed on top of said obstruction. The method of tunneling under an obstruction shall be approved by the engineer. Each curb box shall be marked by a steel fence posts located two feet behind the curb box cover. The top 6 inches of the steel fence post shall be painted blue. 1 32 SECTION 9.00 - BACKFILLING 9.01 GENERAL All excavation in trenches shall be backfilled to the original ground surface or to such grades as specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic material, and other undesirable material. 9.02 BACKFILL PROCEDURE AT PIPE ZONE Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement. Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or structures. Grading over and around all parts of the work shall be done as directed by the engineer. All watermain pipe shall be installed in accordance with Standard Detail Plate No. 2203A and bedded in a granular material meeting the requirements of MnDOT specification 3140.2A Granular Borrow in which all shall pass a three-quarters inch (3/4") sieve and not more than 20% shall pass a #200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. 9.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE Unless otherwise specified, suitable backfill material shall be furnished an the following backfill procedures shall apply and be used above the "pipe zone" to either the existing surface elevation or design grade, as specified, with the cost of such considered incidental to the installation of the pipe unless specified for a particular section of the project by the special provisions and/or plans, or allowed in writing by the engineer, and a unit price has been established. All trenches shall be backfilled to obtain the necessary compaction, with the lift thickness as required, dependent upon type of roller. The backfill material shall be compacted to 95% of the standard moisture density relationship of soils (ASTM D698-70) except the top three feet (3') of the trench which shall be compacted to 100% density. Moisture content of these soils shall be within a range oft 3% of optimum moisture content. If the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. In the event the contractor fails to meet these compaction requirements, corrective measures such as spreading/discing/farming, etc. shall be implemented or the contractor may elect to replace backfill with a more suitable material taken from another source. All of these corrective measures shall be at the contractor's expense. 33 I 1 Any settlement greater than one inch (I") as measured with a string line from one edge of the settlement to the other within the warranty period of this contract shall be considered failure of the mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be 1 repaired by the contractor at no cost to the city. Under state or county highways and road, the contractor shall obtain the necessary permits at his/her expense after commencing and type of work upon a state or county highway or roadway. All such work, especially backfilling, shall conform to state and county standards and specifications. ' 9.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS Unless otherwise specified, excavated material either not suitable or not required for fill material shall be disposed of by the contractor outside of the right-of-way at his/her expense in any manner s/he may elect subject to the provisions of the following paragraph. ' Before dumping such materials or debris on a private or public land, the contractor must obtain from the owner of such land written permission for such dumping and a waiver of all claims against the owner for any damage to such land which may result therefrom together with all permits required by law for such dumping. A copy of such permission, waiver of claims and permits shall be filed with the engineer before said disposal is made. ' In addition, be advised City Ordinance may require the property owner apply and receive a grading permit prior to any earthwork activities commencing. 9.05 FILL MATERIAL Normal, allowable "fill material' used in backfilling outside of the pipe encasement shall be sand, 1 gravel, or clay, free from pieces of rock, concrete or clay lumps more than one-third cubic foot in volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar articles and substances whose presence in the backfill would cause excessive settlement. In that portion of the backfill which is within six inches (6") of a road subgrade, there shall be no stones which will be retained on a three-inch (3") sieve. ' 9.06 DENSITY TESTS Density tests will be performed by an approved soils testing firm at various locations and depths throughout the project as directed by the engineer. The contractor shall cooperate fully and provide assistance as necessary to complete these tests with no additional compensation being made to the contractor. A minimum of one test at an elevation approximately two feet above the top of pipe, one ' test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum of 50"/o of the individual water and sewer service trenches shall be tested at elevations listed above. 1 1 1 34 SECTION 10.00 - TESTING AND DISINFECTING MAINS 10.01 PRESSURE TESTING All watermain including fittings, valves, services and hydrants shall be tested in accordance with and shall meet the requirements set forth in American Water Works Association (A.W.W.A.) Specifications C600, latest revision. The contractor shall have the option of using an alternative testing procedure as identified below: After the pipe has been laid including fittings, valves, hydrants, and service and the line has been backfilled in accordance with these specifications, all newly laid pipe, or any valved section thereof, unless otherwise directed by the engineer, shall be subjected to a hydrostatic pressure of 150 pounds per square inch. The duration of each such test shall be two (2) hours. The allowable pressure drop shall not exceed one (1) PSI in the said two (2) hour period. Each valved section of pipe shall be slowly filled with water and the specified test pressure, measured at the lowest point of elevation, shall be applied by means of a pump connected to the pipe in a satisfactory manner. The pump, pipe connection, gauges and all necessary apparatus shall be furnished by the contractor. Gauges and measuring devices must meet with the approval of the engineer and the necessary pipe taps made as directed. Before applying the specified test pressure, all air shall be expelled from pipe. To accomplish this, taps shall be made, if necessary, at points of highest elevations, and afterward tightly plugged. Each valved section shall be subjected to the pressure test and, if required, the leakage test prescribed herein. Testing for the two hour duration shall be with hydrants closed, and valves on hydrant leads and dead end water lines open. Once this portion of the test is completed, the valve on the hydrant leads and dead end water lines shall be closed, and hydrants opened. The specified test pressure shall be applied, and the test repeated for 15 minutes to establish the condition of the hydrant lead valves. This shall apply to both the pressure and leakage test. When tying into existing watermain system, the contractor shall be responsible for pressure testing from the point of starting the new watermain and including all newly constructed pipe and valves. If the contractor elects to test the existing watermain, the City will not be responsible for any testing costs if the existing watermain is the cause of any failing tests. Any cracked or defective pipes, fittings, valves or hydrants discovered in consequence of the pressure test shall be removed and replaced by the contractor with sound material in the manner provided and the shall be repeated until satisfactory to the engineer. The pressure gauge for the tests shall be an Ashcroft Model 1082 with a 41/2 -inch dial face with one (1) psi increments or approved equal. 35 I 1 10.02 DISINFECTING MAINS AND TEMPORARY WATER SERVICES After completion of the installation and testing, the contractor shall disinfect the new pipe, valves and fittings as described in A.W.W.A. Specification No. C651-05 which supersedes A.W.W.A. ' Standard C601, by use of the continuous feed method. The contractor may elect to use the tablet method which is generally described as follows: ' The contractor shall place hypochlorite tablets in each section of pipe and also in hydrants, hydrant branches and other appurtenances during construction. The tablets shall be attached to the top of the pipe with an adhesive of hot tar or "Permatex" No. 2 gasket cement, or other approved material. When the installation has been completed, the main shall be filled (after a 48-hour notice and receiving permission from the City's Utility Superintendent or his/her assigned representative) with water at a velocity of less than one foot (F) per second. This water shall remain in the pipe for at least 24 hours. After the 24 hour retention period, the heavily chlorinated water shall be flushed from the main until the chlorine concentration in the water leaving the main is less than I ppm. tTests are required to determine chlorine residual at the end of the 24-hour retention period and after flushing to ascertain that the heavily chlorinated water has been removed from the pipeline. At the ' end of the 24-hour retention period, the main shall contain not less than 10 ppm chlorine prior to placing the main in service. The contractor shall contact the Chanhassen Utility Superintendent for collection and testing of water samples. The contractor shall notify the Utility Superintendent 48 hours in advance to request such operation. All costs associated with testing shall be the responsibility of the contractor. The watermain shall remain turned off until passing bacterial test results are received by the City. The City Utility Department will then tum on the water system for 1 public use. The number of tablets required per 18 -foot length of pipe based on three and three quarters (3-3/4) ' grain available chlorine per tablet is as follows: Diameter No. of Tablets Diameter No. of Tablets ' 4" 1 16" 9 6" 2 18" 12 8" 3 20" 14 10" 4 24" 20 12" 5 ' Only fresh disinfectants shall be used and the main filled with water and flushed not later than one week after the disinfectant has been added. The water (containing chlorine) shall be left in the pipe, being disinfected, for a minimum of twenty-four (24) hours. ' 10.03 ELECTRICAL CONDUCTIVITY TEST Conductivity test shall be performed on all D.I.P. mains after they have been pressure tested and are full of water at normal operating pressure. A direct current of 350 amps shall be passed through the line for five minutes. Current flow shall be measured continuously on a suitable ampmeter and shall 1 36 I 1 remain steady without interruption or excessive fluctuation throughout the period. Insufficient current or wide fluctuations of ammeter needle shall be evidence of defective conductivity which 1 shall be isolated, corrected and retested. The connection for the conductivity shall be made either to a gate valve or to the hydrant barrel. Connections shall not be made to any operating mechanism of the hydrant. 1 Acceptable equipment for the test shall be are welding machines with adequate sized cables to carry the test current without voltage drop or overheating. Conductivity test shall be carried out in the 1 presence of the engineer or his/her duly authorized agent. Caution shall be exercised at all times when working with electrical equipment and wires during the conductivity test. 10.04 TRACE WIRE TEST - PVC WATERMAIN 11 The contractor shall perform a conductivity test on all trace wire prior to the acceptance of the water , system. This test may be performed by either hiring an acceptable underground utility locating fine to physically locate the trace wire in the presence of a city representative or via low voltage circuit completed with the use of a suitable voltage source and meter to ensure continuity of the trace wire. 1 In the event that a closed clamp circuit cannot be completed or difficulties with the locating or test arise, the cause shall be isolated and corrected. Thereafter, the section in which the defective test ' occurred shall be re -tested as a unit and shall meet the requirements. 1 1 1 1 1 I 1 37 1 I SECTION 11.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 11.01 RESTORATION OF SURFACE ' All surfaces disturbed during the construction period including adjacent streets used to access the site, whether caused by actual excavation, deposition of excavated material, or by the construction equipment, shall be returned to its original conditions or better. Exceptions to the above, if any, or ' special instructions pertaining to any particular section of the project will be outlined in the "Special Provisions". Any excess dirt shall be removed by the contractor in accordance with Section 9.04 of these specifications. ' 11.02 DUST CONTROL DURING CONSTRUCTION The contractor shall at his/her own expense maintain dust control as necessary and- in a manner satisfactory to the engineer until final acceptance of the project or until restoration has been completed. ' 11.03 MAILBOX RESTORATION I I 1 38 The contractor, at his/her expense, shall replace and restore mailboxes disturbed by the work. 11.04 MAINTENANCE OF STREETS UNTIL SURFACED After backfilling according to the above specifications, the contractor shall maintain the streets as required and blade as necessary to provide a passable surface for traffic until the surfacing is completed or to the date of final acceptance. 11.05 CLEAN UP tSurplus pipe material, tools, and temporary structures shall be removed by the contractor, and all dirt and/or rubbish caused by his/her operations and excess earth from excavations shall be hauled to a ' dump provided by the contractor, and the construction site shall be left in a condition satisfactory to the engineer. ' 11.06 GUARANTEE The contractor shall be held responsible for any and all defects in workmanship and materials which ' may develop in any part of the entire installation fumished by him and upon written notice from the engineer shall immediately replace and make good, without expense to the owner, any such faulty part or parts and damage done by reason of same, during the warranty period as prescribed by the ' conditions of the contract. I I 1 38 11.07 FAILURE TO REPLACE DEFECTIVE PARTS Should the contractor fail to make good the defective parts within a period of thirty (30) days of such notification, after written notice has been given him, the owner may replace these parts, charging the expense of the same to the contractor. 39 [l, I 11 I SECTION 12.00 - TURF ESTABLISHMENT 12.01 GENERAL All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street specifications which is included as part of this standard specification. 1 I 1 [l I 1 I I 1 40 SECTION 13.00 - METHOD OF PAYMENT The work shall be measured and the compensation determined in the following manner: 13.01 WATERMAIN PIPE Watermain pipe will be paid for at the contract price per lineal foot for each diameter of pipe furnished, which shall include the cost of furnishing the pipe, rubber gasket, joints, insulation and other material and of delivering, handling, laying, trenching, backfilling, testing, disinfecting, and all material or work necessary to install the pipe complete in place at the depth above specified. The length of the pipe for which payment is made shall be the actual overall length measured along the axis of the pipe without regard to intervening valves or specials. Lengths of branches will be measured from the centers of connecting pipes to center of valves or hydrants. All lengths will be measured in a horizontal plain unless the grade of the pipe is more than 15%. 13.02 COMPACT DUCTILE IRON FITTINGS Ductile iron fittings shall be class 350 for sizes up to and including twelve inches (12") in diameter and shall conform to AWWA Specification C153 covering compact fitting. Ductile iron fittings shall be measured by weight in pounds (kilograms) according to the published weights of mechanical joint fittings as listed in the following table. Retainer glands shall be incidental to the fitting installation. 41 I I 1 1 I 1 1 1 IJ I 1 COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS MJ TEES MJ -MJ REDUCERS MJ PLUGS Run' Branch' Weight-Lb/Kg Size' Weight-Lb/Kg Size' Weight-Lb/Kg 4 4 32/14.5 6 x 4 24/10.9 4 15/6.8 6 4 46/20.9 8 x 4 32/14.5 6 25/11.3 6 56/25.4 8 x 6 36/16.3 8 45120,4 8 4 60/27.2 10 x 4 46/20.9 10 65/29.5 6 72/32.7 10 x 6 47/21.3 12 85/38.6 8 86/39.0 10 x 8 50/22.7 16 1 150/68.0 10 4 78/35.4 12 x 4 58/26.3 20 215/97.5 6 90/40.8 12 x 6 60/27.2 24 350/158.8 8 105/47.6 12 x 8 60/27.2 MJ CROSSES 10 120/54.4 12 x 10 64/29.0 Size' Weight-Lb/Kg 12 4 94/42.6 16 x 6 124/56.2 4 x 4 40/18.1 6 110/49.9 16 x 8 124/56.2 6 x 4 62/28.1 8 125/56.7 16 x 10 124/56.2 6 x 6 80/36.3 10 140/63.5 16 x 12 124/56.2 8 x 6 108/49.0 12 160/72.6 20 x 10 220/99.8 8 x 8 105/47.6 16 6 228/103.4 20 x 12 205/93.0 12 x 8 162/73.5 8 248/112.5 20 x 16 200/90.7 12 x 12 215/97.5 10 264/119.7 24 x 12 305/138.3 16 x 16 385/174.6 12 280/127.0 24 x 16 320/145.1 14 316/143.3 24 x 20 300/136.1 16 322/146.1 MJ -MJ BENDS 20 6 315/142.9 Size" Weight-LbIKg 20 8 345/156.5 90E 45E 222E 113E 10 370/167.8 4 27/12.2 23/10.4 18/8.2 16/7.3 20 12 395/179.2 6 39/17.7 32/14.5 32/14.5 30/13.6 16 465/210.9 8 57/25.9 46/20.9 46/20.9 42/19.1 20 535/242.7 10 89/40.4 70/31.8 64/29.0 58/26.3 24 6 415/188.2 12 408/49.0 1 86/39.0 84/38.1 74/33.6 8 445/201.8 16 264/119.7 202/91.6 178/80.7 158/71.7 10 1 470/213.2 20 400/181.4 305/138.3 310/140.6 245/111.1 12 500/226.8 24 565/256.3 405/183.7 412/186.9 315/142.9 42 COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS (cont.) MJ TEES Run' Branch" Weight-Lb/Kg 16 580/263.1 20 660/299.4 24 720/326.6 MJ SLEEVES Weight-Lb/Kg Size' Short Long 4 1717.7 20/9.1 6 28/12.7 36/16.3 8 38/17.2 46/20.9 10 49/22.2 61/28.1 12 56/25.4 76/34.5 16 130/59.0 172/78.0 20 195/88.4 255/115.7 24 255/115.7 335/152.0 -Multiply by 25 to convert to millimeters 13.03 HYDRANTS Hydrants will be paid for at the contract unit price per hydrant installed complete with drainage pit, gravel, concrete base, and bracing. Hydrant extensions will be paid for at the contract unit price per lineal foot, where specified by the engineer. The unit price for the hydrant does not include the auxiliary hydrant valve which shall be paid for under another item of these specifications, unless they are combined in the bid proposal. 13.04 VALVES AND BOXES Valves, boxes, and valve adapters (including extensions or valve stem risers) will be paid for at the contract unit price bid for each size valve and box furnished and installed complete. 13.05 COPPER WATER SERVICE PIPE Copper water service pipe will be paid for at the contract unit price per lineal foot, for each diameter of pipe furnished, measured from the centerline of pipe to the centerline of curb box. The unit price shall include all pipe, fittings, laying, excavation, backfilling, insulating and testing. 43 13.06 CORPORATION COCKS Corporation cocks will be paid for at the contract unit price for each size furnished and installed and shall include the saddle where required and the tap or connection to the watermain. 13.07 SERVICE SADDLES Service saddles shall be considered incidental to the corporation cocks as per section 14.06. 13.08 CURB STOPS AND BOXES Curb stops, boxes and extensions will be paid for at the contract unit price for each size furnished and installed and shall include necessary fill when required. 13.09 AIR RELIEF MANHOLES Air relief manholes will be paid for at the contract unit price per manhole installed complete as detailed including corporation cock. 13.10 PILING Piling up to 20 feet long including caps shall be paid for at the contract unit price for each single pile bent in place. No additional payment will be made for cradles. Any piling required over 20 feet in length shall be paid for as excess length of piling. Cut off lengths will not be paid. Double pile bents shall be paid for according to the length of each individual pile. There shall be no additional compensation for lumber or hardware used to tie the piles together. 13.11 SPECIAL CONDITIONS Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid for at the contract unit price per ton in place. No foundation material will be paid for that is installed without the knowledge or consent of the engineer nor will payment be made for rock installed only for dewatering purposes. Payment shall include cost of excavation and placement. 13.12 SPECIAL SECTIONS Special sections will be paid for at the contract price on a lump sum basis for all work and material necessary for the complete installation of construction. 13.13 SHEETING ORDERED LEFT IN PLACE Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet. 44 13.14 JACKING Payment for jacking will be paid for at the contract unit price per lineal foot. Watermain used in ' jacking will be paid separately at bid unit prices for that diameter watermain. 1 1 1 1 r L 1 45 1 1 1 1 1 1 1 11 1 1 1 1 CITY OF CHANHASSEN SPECIFICATIONS 2008 EDITION STREET CONSTRUCTION SPECIFICATIONS 2008 STREET CONSTRUCTION SPECIFICATIONS TABLE OF CONTENTS SECTION 1.00 - GRADING 11 it Page 1 1.01 Clearing and Grubbing.......................................................................................................1 1.02 Excavation and Embankment............................................................................................. l 1.03 Subgrade Preparation and Correction................................................................................ l 1.04 Application of Water..........................................................................................................2 SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION 2.01 Aggregate Base...................................................................................................................4 2.02 Materials.............................................................................................................................4 2.03 Requirements......................................................................................................................4 2.04 Acceptance Testing............................................................................................................6 2.05 Specified Density Method..................................................................................................9 2.06 Aggregate Composition......................................................................................................9 2.07 Schedule of Price Reductions...........................................................................................17 SECTION 3.00 - PAVEMENT CONSTRUCTION 3.01 Plant -Mixed Bituminous Asphalt....................................................................................20 3.02 Mixture Design.................................................................................................................30 3.03 Mixture Quality(QC)..............................................................................._......................42 3.04 Construction Requirements..............................................................................................63 3.05 Pavement Density.............................................................................................................69 3.06 Thickness & Surface Smoothness Requirements............................................................79 3.07 Method of Measurement..................................................................................................86 3.08 Bituminous Patching........................................................................................................87 3.09 Bituminous Tack Coat......................................................................................................88 3.10 Mill Pavement Surface.....................................................................................................88 3.11 Bituminous Overlays........................................................................................................90 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 Subsurface Drain Tile .................................................. 4.02 Utilities......................................................................... 4.03 Warranty...................................................................... 4.04 Water to Homes........................................................... 4.05 Concrete....................................................................... 4.06 Bituminous Curb.......................................................... 4.07 Bituminous Trail/Pathway.......................................... ..................................................... 91 ..................................................... 91 ..................................................... 92 ..................................................... 92 ..................................................... 92 ..................................................... 96 [l 4.08 Electric Lighting Systems (Street Lighting) .............................. 4.09 Fence Restoration....................................................................... 4.10 Pavement Markings.................................................................... 4.11 Street Signs and Posts................................................................. 4.12 Protection and Restoration of Vegetation .................................. 4.13 Erosion Control........................................................................... 4.14 Turf Establishment..................................................................... 4.15 Geotextile Stabilization Fabric ................................................... 4.16 Segmented Masonry Retaining Wall Units (2411) ................... 4.17 Minor Concrete Structures......................................................... 4.18 Segmental Masonry Retaining Wall Surface Sealing ............... ........................... 99 ..........................100 ..........................101 ..........................102 ..........................102 ..........................102 ...........................104 ..........................104 ..........................107 ..........................109 SECTION 1.00 - GRADING 1.01 CLEARING AND GRUBBING (2101) All clearing and grubbing shall be performed in accordance with and the basis of payment shall be made as per Section 2101 of the current Minnesota Department of Transportation Standard Specifications, with the following amendment: All costs associated with clearing and grubbing shall be considered incidental to the project, unless a separate bid item is included in the proposal form. Clearing shall be under the direction of the engineer in the field and care will be required to protect all trees not removed. All timber, stumps, roots and other debris or by-products resulting from the clearing and grubbing operation shall be disposed of off the site. 1.02 EXCAVATION AND EMBANKMENT (2105) All site grading and street construction of excavation and embankment shall be in accordance with Section 2105 of the current Minnesota Department of Transportation Standard Specification with the following modifications: t A) The following compaction requirements shall be met for all embankment and trench backfilling relative to subgrade under this contract: ' 1. The zone below the upper 3 feet of the embankment or trench shall be compacted to 95 percent of standard proctor density. 2. The zone from 3 feet below subgrade to finished subgrade (upper 3 feet) shall be compacted to 100 percent of standard proctor density. B) if the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be ' compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time ' be used or applied to the upper 3 feet of the subgrade or the aggregate base. 1.03 SUBGRADE PREPARATION AND CORRECTION (2111) Subgrade preparation and correction shall be performed in accordance with the following: The contractor shall prepare the subgrade to the grade, compaction and stabilization to a depth of one foot (P) below subgrade elevation. All work in preparing the subgrade to this one -foot depth shall be considered incidental. Test rolling shall be performed on the completed subgrade prior to addition of base materials. The contractor will famish a tandem truck loaded with a minimum of 14 tons to check the completed subgrade and/or base. This truck will be driven near the curb and gutter locations on both sides of the roadway and in other locations the Engineer may direct, to determine if any soft spots exist so that these areas may be removed and replaced with satisfactory material before completing subgrade or base preparation, subject to Engineer approval. Cost of furnishing the loaded truck and driver for the test roll and any retests shall be incidental to construction of the subgrade and/or base and no direct compensation will be made therefore. A) If, in the Engineer's opinion, based on the test roll, there are any sections of the road subgrade that are unstable, the contractor shall, at his/her expense, scarify the roadbed and aerate or add moisture to the material as necessary and re -compact the material to the extent that it will be stable when re -tested by rolling. B) However, where test failures re -occur and the Engineer is satisfied that the corrective measures were exhausted, then a qualified soils engineer shall be retained to recommend corrective measures (i.e. subcut, fabric, draintile). Upon review of the soils report, the City Engineer shall determine an alternative to produce acceptable stability on the roadbed. The unstable sections shall be repaired by the contractor as directed by the Engineer and at the owner's expense. ' In the event subgrade subcut efforts are deemed necessary to correct any unsuitable soils in the road section, a granular (free draining) backfill meeting the requirements of MnDOT Section 3149-2 "132 Select Granular Borrow" shall be used. In addition, if the road section is in need of subgrade ' removal, the depth of removal shall be consistent throughout the entire road section with the exception of a small isolated area. The practice of varying depths of subcut in a continuous section of road will not be allowed. ' In roadbeds where existing soil subcuts have been performed, drain tile and cleanouts in low areas and any other areas deemed necessary by the Engineer shall be installed as per standard detail plate ' nos. 5232, 5233 and 5234. 1.04 APPLICATION OF WATER (2130) ' This work shall consist of furnishing and applying water for dust control or moisture content within the Project limits as directed by the Engineer or stipulated in the Contract. t1.04.1 MATERIALS ' The water shall be furnished by the Contractor and it shall be reasonably clean. The Contractor shall make all arrangements with the City's Utility Superintendent for obtaining any water which may be needed for the construction. No water may be taken from any City hydrants unless authorized in writing by the Utility Superintendent. Failure to obtain City authorization will result in prosecution and fines within the limits of city ordinance. 1.04.2 CONSTRUCTION REQUIREMENTS ' A Equipment Water supply tanks shall be equipped with distributing bars or other apparatus that will ensure uniform application of the water. Application of water on the road shall be with a self-propelled distributor of the pressure type, mounted on pneumatic -tired wheels. Pump capacity shall be sufficient to permit application of the whole load uniformly at any rate up to 250 gallons per minute. B Application The water supply and equipment used shall be sufficient to apply the quantity required within the time interval necessary to secure optimum results and avoid unwarranted loss of water through evaporation, absorption, or drainage. The water shall be applied at such times and in such quantities as the Engineer approves. 1.04.3 METHOD OF MEASUREMENT Water applied for Dust Control or moisture content within the Project limits, by direct order of the Engineer, will be considered Incidental to the Project unless a specific bid item is provided. If a bid item is provided, deductions may be made for any water wasted through failure of the Contractor to coordinate the application of water with other operations as may be directed. 1.04.4 BASIS OF PAYMENT If a bid item is provided, payment for the accepted quantities of water at the Contract price per unit of measure will be compensation in full for all costs of furnishing, transporting, and applying the water as directed. These provisions apply to water used for dust control within the Project limits as directed by the Engineer. These provisions do not apply to any sprinkling or other uses for water required in conjunction with the construction of concrete pavements; to any water used in the production or curing of concrete; to any water used to maintain plant life; to any water used in conjunction with compacting soil and aggregate; or to any water used for dust control in any Contractor selected haul roads, detours, or work sites outside of the Project limits; all costs of which will be incidental to the Contract items involved. When a bid item is provided, payment for the application of water will be made on the basis of the following schedule: Item No. Item 2130.501 Water ..... 3 Unit ................ Gal. SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION 2.01 AGGREGATE BASE (2211) ' The contractor shall place and compact the aggregate base of the class and depth specified. All aggregate base and its placement shall conform to Section 2211 of the current Minnesota Department of Transportation Standard Specification. Aggregate base shall be paid for by the number of cubic yards as calculated from the design widths, depths and lengths. No payment shall be made for additional material used due to low subgrades, ' spillage, tolerances, etc. Prior to the placement of any aggregate base material, all soil reports and compaction tests including previous tests on utilities must be reviewed by the City. 2.02 MATERIALS (2211) A. Aggregate.......................................3138 ' The class of aggregate to be used in each course will be shown in the contract. Gradation acceptance for Classes 1, 2, 3, 4, 5, 6 and 7 aggregates will be by the random sampling method in accordance with 2211.3F. 2.03 REQUIREMENTS ' A Spreading and Compacting At the time of spreading the base material for compaction, the aggregate shall be so uniformly mixed ' that it will meet specified gradation requirements, based on the results of gradation tests run on aggregate samples obtained after mixing and prior to compaction. The material for each layer shall be spread and compacted to the required cross section and density before placing aggregate thereon for a succeeding layer. The surface of each layer shall be maintained, with uniform texture and firmly keyed particles, until the next layer required by the ' contract is placed thereon or until the completed base is accepted if no other construction is required thereon. ' Compaction shall be obtained by the: 1. Specified density method, ' 2, Quality compaction method, or 3. Penetration index method 4 whichever method is prescribed for the particular course. Compaction by the specified density method will be required on all base courses except those that are otherwise designated in the contract for compaction by either the quality compaction or penetration index method. If Class 7 is specified or substituted for another class of aggregate, then densification shall only be obtained by the quality compaction method or the penetration index method. B Penetration Index Method The full thickness of each layer of Classes 5, 6 or 7 shall be compacted to achieve a penetration index value less than or equal to 10 mm per blow, as determined by a MnDOT standard dynamic cone penetrometer (DCP) device. For test purposes, a layer will be considered to be 75 mm in compacted thickness but a testing layer can be increased in thickness to a maximum of 150 mm if compacted in one lift by a vibratory roller. At least two passing dynamic cone penetrometer tests shall be conducted at selected sites within each 800 cubic meters (CV) of constructed base course. If a test fails to meet the specified requirements, the material represented by the test shall be recompacted and will be retested for density compliance. All aggregates prescribed to be tested under the Penetration Index Method 2211.3C4 must be tested and approved within 24 hours of placement and final compaction. Beyond the 24 hour limit, the same aggregate can only be accepted by the Specific Density Method 2211.3C1. Water shall be applied to the base material during the mixing, spreading and compacting operations when and in the quantities the Engineer considers necessary for proper compaction. C Determination of Penetration Index Value The Penetration Index Value will be determined using a MnDOT standard dynamic cone penetrometer (DCP) device. The basic test method can be found in the MnDOT User Guide to the Dynamic Cone Penetrometer and the detailed test methods and procedures for base and shouldering aggregate are available from the Grading and Base Office, Maplewood. D Random Sampling Gradation Acceptance Method The following provision shall apply to the use of Classes 1, 2, 3, 4, 5, 6 and 7 aggregates: Gradation Control The contractor and/or aggregate producer shall be responsible for maintaining a gradation control program in accordance with the random sampling acceptance method described in the Grading and Base manual. The contractor will be permitted to proceed with and complete the base construction on the basis of the contractor's Certification (on Form 24346 furnished by the engineer) that the material supplied and used conforms to the appropriate specification requirements. The contractor shall assume full responsibility for the production and placement of uniform and acceptable materials. 5 2.04 ACCEPTANCE TESTING Aggregate gradation compliance will be determined in accordance with the following table: Table 2211-A ACCEPTANCE TESTING SCHEDULE 1A) Quantity No. Samples(d)(e) or Payment Acceptance ((metric tons (t))taxes No. Lots'e) No. Sublots/Lot(") Schedule Less than 500 NA Use Form 2415 or Table 2211-C 2403 small quantity) > 500 but less than NA 1/I,000t19 Table 2211-C 4,000 > 4,000 but less than 1 46F Table 2211-B 10,000 a. In accordance with 1503, Conformity with Plans and Specifications, it is the intent of these specifications that materials and workmanship shall be uniform in character and shall conform to the prescribed target value or to the middle portion of the tolerance range. The purpose of the tolerance range is to accommodate occasional minor variations from the median zone. The production and processing of the materials and the performance of the work shall be so controlled that the material or workmanship will not be of borderline quality. b. Or equivalent in cubic meters loose volume or cubic meters compacted volume ((It — 0.6m3 (LV) or It -0.46m3 (CV), respectively)). C. The use of any one kind or class of material from more than one source is prohibited without permission of the engineer according to 1601. If the contractor changes sources (with the engineer's approval), a new lot consisting of four sublots will be established provided that the quantity equals or exceeds 4,OOOt. when a material source is changed prior to completing a lot, the remainder of the 4 samples will be taken from the previously placed materials, provided that the quantity equals or exceeds 4,OOOt. However, if the quantity placed is less than 4,OOOt, acceptance testing will be based on one test per thousand metric ton. d. Samples for gradation testing will be taken randomly by the engineer prior to compaction, in accordance with the random sampling method described in the Grading and Base Manual. e. Classes 1, 2 and 7, Shoulder Surfacing Aggregate, may be sampled from the stockpile for testing and acceptance in accordance with 3138.3. F. Each lot will be divided into four sublots which are approximately equal in quantity. g. Each individual sample will be analyzed separately for payment. h. Each lot shall consist of a maximum of approximately 10,OOOt of material, although lesser sized lots may occur due to construction constraints. Each lot will be analyzed separately for payment. j. One gradation sample will be taken from each sublot and tested. The results obtained from the four samples will be averaged for payment to the nearest one-tenth of one percent for the specified sieves. The engineering will have each sample tested in the field by a MnDOT certified technician or may submit them to the district laboratory for testing. A delay of at least three (3) working days is anticipated before laboratory tests results are available but a maximum of eight (8) working hours delay is anticipated for field gradations. The individual test results or sublot averages, which are based on Table 2211-A, Acceptance Testing Schedule, shall be compared with tolerances shown in Tables 2211-B or 2211-C, Aggregate Base Payment Schedules. Acceptance for non -complying material shall be made in accordance with the respective tables. To qualify for full payment, the contractor may correct, at no cost to the City, any lot of non-compliance material where acceptance is based on the lot criteria (greater than 4,OOOt) and/or the quantity of material represented by a failing test where acceptance is based on the individual sample criteria. When corrective action is required for acceptance of the work, in accordance with Tables 2211-B and 2211-C, the contractor shall perforin the corrective work at no cost to the City. The contractor shall remove the unacceptable material and replace it with acceptable material or correct the unacceptable material on the road. In lieu of replacement or correction, the engineer may allow (in the best interest of the City) the contractor to accept a price reduction instead of corrective action. Upon completion of any corrective work required for full payment, whether it is by blending, mixing, adding and/or replacing material, the corrected material will be sampled and tested for acceptance. The entire lot shall be retested, in accordance with Table 2211-A, when the acceptance is based on the lot criteria; otherwise, retesting will be based on one sample per thousand metric tons. I I I I I I I 1 1 1 n Table 2211-B AGGREGATE BASE PAYMENT SCHEDULE (4 Sublots/4 Samples) % Passing Outside Snecified Limits* All Sieves except 75um (No. 200) 75um (No. 200) Sieve Sieve Acceptance Method 0.1-1.0 0.1-0.3 5.0% Price Reduction 1.1-2.0 0.4-0.6 15.0% Price Reduction > 2.0 > 0.6 Corrective Action Required *Based on average of 4 tests. Price reductions for more than one failing sieve size shall be accumulative. The compensation due to the contractor for the quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages. Table 2211-C AGGREGATE BASE PAYMENT SCHEDULE (Individual Test) % Passing Outside Snecified Limits* All Sieves except 75um (No. 200 Sieve 0.1-1.0 1.1-2.0 2.1-3.0 > 3.0 75um (No. 200) Sieve 0.1-1.0 1.1-1.5 1.6-2.5 > 2.5 Acceptance Method Substantial Compliance" 5.0% Price Reduction 15.0% Price Reduction Corrective Action Required *Based on individual sample test results. **To be applied to occasional failures. If the material(s) consistently fails to meet specification requirements, it will be subject to price reduction as determined by the engineer. Price reductions for more than one failing sieve size shall be accumulative. The compensation due to the contractor for the quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages; however, the reduction will not exceed 50 percent. 8 2.05 SPECIFIED DENSITY METHOD The full depth of aggregate base shall be compacted to not less than 100% of the maximum density and at the time of compaction the moisture content of the material shall not be less than 65% of optimum moisture. All failing moisture and density tests must be corrected before the project is complete. 2.06 AGGREGATE COMPOSITION (3138) The source of supply and quality of the material is subject to approval by the engineer in accordance with 1601. Al Virgin Aggregate Mixtures Classes 1, 2, 3, 4, 5 and 6 shall meet the following requirements: All aggregate sources (pits and quarries) from which surface and/or base course aggregates are produced shall be stripped to uncover suitable materials for use. In quarries, all weathered rock will be removed prior to production of the face. The mixture shall consist of 100 percent virgin aggregates (unless noted otherwise) and shall consist of sound durable particles or fragments of gravel and sand, crushed quarry or mine rock, crushed gravel or stone or any combination thereof, except that Class 2 aggregates shall consist of 100 percent crushed quarry or mine rock. W Price Reductions A. Price reductions should not be issued unless the price reduction is in excess of $350. If the calculated price reduction is equal to or less than $350, it shall be documented as substantial compliance. At the discretion of the Engineer, several smaller price deductions may be ' lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. B. Bid prices for the project in question should be reviewed prior to calculating a price ' reduction. If the bid prices are considerably below average prices, then the price reduction should be assessed based on: (1) the average bid price as determined by the City Engineer or (2) a fair market value. C. The price reduction shall represent only the quantity of material represented by the sample and actually used. D. The price reduction will normally be the quantity represented by the failing test times price , reduction per unit quantity (tons, gals, etc.) determined from the "Schedule of Price Reductions" times the bid price of (2) above. 2.05 SPECIFIED DENSITY METHOD The full depth of aggregate base shall be compacted to not less than 100% of the maximum density and at the time of compaction the moisture content of the material shall not be less than 65% of optimum moisture. All failing moisture and density tests must be corrected before the project is complete. 2.06 AGGREGATE COMPOSITION (3138) The source of supply and quality of the material is subject to approval by the engineer in accordance with 1601. Al Virgin Aggregate Mixtures Classes 1, 2, 3, 4, 5 and 6 shall meet the following requirements: All aggregate sources (pits and quarries) from which surface and/or base course aggregates are produced shall be stripped to uncover suitable materials for use. In quarries, all weathered rock will be removed prior to production of the face. The mixture shall consist of 100 percent virgin aggregates (unless noted otherwise) and shall consist of sound durable particles or fragments of gravel and sand, crushed quarry or mine rock, crushed gravel or stone or any combination thereof, except that Class 2 aggregates shall consist of 100 percent crushed quarry or mine rock. W I I The engineer may allow aggregates containing a limited quantity of binder soil; however, the aggregates shall not contain sod, roots, plants, other organic matter, or other objectionable material. All materials shall be free from lumps or balls of clay. ' A2 Salvaged/Recycled Aggregate Mixtures Class 7 tSalvaged/recycled aggregate materials may be used or blended with a combination of virgin and salvaged/recycled aggregates or 100% salvaged/recycled aggregate materials as permitted in t accordance with the follow requirements. These composite mixtures/blends shall he designated as Class 7. ' The composite mixture/blend shall meet the following requirements: A. A salvage/recycled mixture shall have a minimum of 10 percent by mass (by weight) ' salvage/recycle aggregate material incorporated into the mixture to be considered a salvage/recycled mixture. ' B. Virgin aggregates that are incorporated into the mixture shall meet the requirements in Sections 3138.2A1, 3138.2D and 3138.2E. ' C. The salvaged/recycled aggregate portion of the mixture shall consist of sound durable particles produced by crushing, screening and grading to the required sizes from materials which were salvaged from the following sources: Portland cement concrete pavement removal and/or other concrete structural elements, bituminous pavement removal, aggregate bases underlying bituminous and concrete pavements. Incorporation of recycled glass into the aggregate mixture during production will be permitted. ' D. The engineer may allow aggregate containing a limited quantity of binder soil. However, the composite aggregate mixture/blend shall not contain sod, roots, plants, building rubble, building brick, wood, plaster, reinforcing steel or other similar objectionable or deleterious materials and shall be free of lumps or balls of clay. E. The requirements of 3138 A2(a), Salvaged Bituminous Aggregate Mixtures; 3138 A2(b), Salvaged Crushed Concrete Aggregate; and 3138 A2(c), Reclaimed Glass. 1 F. Blending of the various types of aggregates (virgin and recycle/salvage aggregates), shall be done during production. The final product shall consist of a uniform blend of all the composite materials. Class 7 may be substituted for Classes 1, 3, 4, 5 and 6 unless otherwise specifically modified or prohibited in the plans and/or Special Provisions. A2(a) Salvaged Bituminous Aggregate Mixtures 10 Salvaged bituminous aggregate mixtures may be used in accordance with the following applications and requirements: Aggregate base course. Salvaged bituminous mixture may be used either alone or in combination with other aggregate materials (virgin and/or salvaged/recycled) in the production of the base course mixture. However, the bitumen content of the composite mixture shall not exceed three percent by mass (by weight). 2. Surfacing aggregate (travel lanes and/or shoulders). Up to 100 percent salvaged bituminous mixture may be used (no limit on bitumen content). A2(b) Salvaged Crushed Concrete Aggregate Crushed concrete aggregate may be used singularly or blended with virgin and/or other permitted salvaged/recycled aggregate materials in accordance with the following applications and requirements: Where drainage layers and/or perforated drainage pipes are installed or will be installed: a. Crushed concrete blended with other permitted aggregates (virgin and/or recycled), may be used on any type of subgrade soil provided that at least 95% of the crushed concrete aggregate particles are retained on the 4.75 mm (No. 4) sieve. b. Crushed concrete aggregate may be used singularly or blended with other permitted aggregate materials when placed over material meeting the requirements of 3149.2132, Select Granular, provided that the amount crushed concrete aggregate does not exceed the equivalent of 75 mm (3 in.) of 100 percent crushed concrete; such as, 150 mm (6 in.) of a 50-50 blend of crushed concrete and permitted aggregate material. If crushed concrete aggregate is used (singularly or blended) for the base course and for stabilization the subgrade at the same location, the total equivalent application rate shall not exceed a 75 mm (3 in.) thickness (approximately 160 kg per square meter (300 pounds per square yard) of surface area)). C. Crashed concrete may he used up to 100% in construction of the filter/separation layer under a permeable aggregate base drainage layer (i.e. OGAB, PASB, PCSB) in accordance with the applicable drainage specifications. 2. Other Applications. With and without drainage layer and/or perforated pipe installation, crushed concrete may be used for: a. Surfacing and base course(s)in the shoulder area. I ' b. Surfacing aggregate -surfaced roads (including shoulders). A2(c) Reclaimed Glass ' Unless otherwise specifically modified or prohibited in the plans and/or Special Provisions, up to 10 percent by mass (eight) reclaimed glass may be mixed/blended with virgin and/or salvaged/recycled aggregate materials during the crushing operation in the production of the aggregate base course mixture in accordance with the following: ' 1. Sources Reclaimed glass shall consist of eligible secondary glass available from any source willing and able to certify their supply sources and composition of glass as required in Paragraph 7 below. ' 2. Composition Reclaimed glass shall consist only of the following eligible types of glass products: a.) Container glass used for consumer food and beverages, b.) Beverage drinking glasses, c.) Plain ceramic or china dinnerware, d.) Building window glass free of any framing ' material, and e.) other types of glass that can be certified and approved by MnDOT's Office of Environmental Services on an individual source basis. ' Reclaimed glass or other salvaged aggregates shall not consist of the following prohibited types of materials: ' a.) Any hazardous waste as defined in MPCA Rules 7045, b.) Hazardous substance in regulated quantities listed in 40 CFR, Table 302.4, c.) Automobile windshields or other glass from automobiles, d.) Light bulbs of any type, e.) Porcelain products, f.) Laboratory ' glass, and g.) Television, computer or other cathode ray monitor tubes. 3. Debris Content ' The reclaimed glass shall not contain more than 5 percent debris, by visual inspection. Debris includes any non -glass material such as: paper, foil, plastics, metal, corks, wood t debris, food residue, or other deleterious materials. The percentage of debris shall be estimated using the American Geophysical Institute visual Method. (AGI Data Sheet 15.1 and 15.2 Comparison Chart for Estimating Percent Composition, 1982.) ' 4. Storage ' Interim storage of reclaimed glass stockpiles shall be on locations with: a.) Minimum of 1.2 meters (four feet) depth of suitable soils separating groundwater, b.) A minimum of 50 12 5. Q A3 meters (150 feet) away from any surface water body, and c.) A maximum slope for four percent (4%) if sloped to any surface water body. Ratio of Reclaimed Glass Up to 10 percent by mass (weight) reclaimed glass may be mixed/blended with virgin and/or other salvaged/recycled aggregate materials during the crushing operation in the production of the aggregate mixture. Applications Reclaimed glass blended with other aggregates may be used for aggregate base course mixtures. Reclaimed glass shall not be used in aggregate surfacing applications including shoulder surfacing. Certification a. The contractor shall provide documentation certifying that the reclaimed glass: (i) is only from sources that have given the contractor the certification required in Paragraph b below, sub -item ii, (ii) is comprised of only eligible types of reclaimed glass, (iii) does not contain any prohibited materials, (iv) meets debris content requirements, (v) meets the blending ratio requirements, and (vi) is or will be stored according to storage requirements described in Paragraph 4 above. b. Documentation shall include, at a minimum: (i) written certification from sources of reclaimed glass, such as recycling centers, that a good faith effort of public education was used to inform residents and businesses of the eligible and prohibited types of glass to be included for recycling, (ii) written certification by recycling centers that their independent sources of reclaimed glass, such as private recyclables haulers, have been notified in writing of these composition and public education requirements and have agreed in writing to comply with them, and (iii) description of the reclaimed glass blending methods used to assure required blending ratios. Limestone and/or Dolostone The following provisions shall apply in these listed counties: Anoka — 02 Carver— 10 Dakota —19 Hennepin — 27 Ramsey — 62 Scott — 70 Washington — 82 All counties in MnDOT's Districts 6, 7 and 8. a. If crushed carbonate (limestone or dolostone) quarry/bedrock is used in total or in part for base applications, unless exempted below, the portion passing the 75um (No. 13 F J F 1 I I 11 1 1 1 I 11 200) sieve of the carbonate aggregate insoluble residue test shall not exceed 10 percent. b. An exemption to this 10 percent insoluble residue specification will be made for carbonate rock to be used as temporary by passes and parking lots. Use on other specific non -exempted applications must be approved by the engineer. For these exempted applications, the portion passing the 75um (No. 200) sieve of the carbonate aggregate insoluble residue test shall not. exceed 16 percent. B Gradation..............................Table 3138-1 In the event that it is necessary to add a portion of the overburden or binder soil from an outside source, the materials shall be introduced into the aggregate producing plan at a uniform rate by a separate conveyor simultaneously with the base aggregate. The binder soils or overburden shall meet 3146. Class 7 aggregate mixtures shall meet the gradation requirements shown in Table 3138-1; except that when salvaged/recycled bituminous mixture is incorporated into the production of the aggregate base mixture, up to 5 percent by mass (weight) of the total composite mixture may exceed 25.0 mm, (1 in.) provided that these larger particles are bituminous mixture and not other aggregate types, and are not larger than 37.5 mm (1.5 in.). (All gradations will be run on the composite mixture before extraction of the bituminous material.) If reclaimed glass is incorporated into the aggregate base material, the final product shall conform to the requirements of Class 7. In the production of Class 7 aggregate materials, the different aggregate types shall be blended at uniform proportions/rates. At the time of testing Class 7 shall be further identified as to the type of recycle/salvage aggregate materials that are incorporated into the final product by the following designations: B — Bituminous Mixture 7(B) C — Concrete 7(C) BC — Bituminous and Concrete 7(BC) G — Glass 7(G) BG 7(BG) CG 7(CG) BCG 7(BCG) M — Misc. — Must be specified in Special Provisions C Crushing Crushing will be required for Class 5 and 6 aggregates. For these classes of aggregate, crushing will be required of all stones larger than the maximum size permitted by the gradation requirements and that will pass a grizzly or bar grate having parallel bars spaced 200 mm (8 in.) apart. However, the 14 engineer may allow rejection of oversize material when excessive crushing results in an unsatisfactory gradation. Class 6 aggregates shall contain at least 15 percent crushed material. Class 5 aggregates shall contain at least 10 percent crushed material. Class 5 used for the city of Chanhassen projects require 100% crushed material. The percentage of crushing shall be determined by the procedures described in the Grading and Base Manual. The tolerance of 2 percent will be allowed on each individual test, but the average of all material tested for the project shall meet the specification requirements. It may be necessary to add stones or crushed rock from another source to meet the crushing requirements. D Los Angeles Rattler Loss The Los Angeles Rattler Loss requirements shall apply to the crushed quarry or mine rock portion of the aggregate. Class of Aggregates Los Angeles Rattler Loss 1, 2, 3, 4, 5, 7 ................................................40% maximum 6...............................................................35% maximum The LAR maximum loss shown for Class 7 shall be determined on the virgin aggregate portion of the mixture prior to the incorporation of the salvage/recycle materials into the final composite mixture. E Shale Class 3, 4 and 5 aggregate shall contain not more than 10 percent shale in the total sample except that when the part passing a 75 um (No. 200) sieve exceeds 7 percent, the percentage of shale in the total sample shall not exceed 7 percent. Class 6 aggregate shall contain not more than 7 percent shale in the total sample. The virgin aggregate portion of the Class 7 mixture shall not contain more shale than allowed for the class of aggregate that the substitution is being made. Testing for compliance shall be performed prior to the incorporation of the salvage/recycled materials into the final composite mixture. 3138.3 SAMPLING AND TESTING Samples for testing to determine compliance with the aggregate gradation specifications for base and shoulder surfacing will be obtained from the roadway at anytime prior to compaction. The samples may be obtained from the windrow or after blending and spreading of the material on the roadway. However, Classes 1, 2 and 7 shoulder surfacing aggregates may be sampled from a stockpile, tested and accepted before roadway placement, provided that: a) No more than 25 percent of the stockpile samples fail to meet gradation requirements. b) The average of all stockpile tests meet requirements. 15 L] 1 1 e) 1 lJ 1 1 1 1 1 1 11 1 1 The contractor mixes the material during placement to the satisfaction of the engineer The stockpile shall be sampled according to the rate in the Schedule of Materials Control. Laboratory samples shall be taken from the in place roadway. If additives such as calcium chloride or bituminous material are incorporated in a central mixing plant, the aggregate will be sampled before such materials are added. A Sampling, Sieve Analysis, Shale and Crushing Test .... MnDOT Grading and Base Manual B Los Angeles Rattler Loss.....AASHTO T 96 C Sampling and Shale Test.....MnDOT Laboratory Manual D Bitumen Content: a.) By Extraction .... MnDOT Bituminous Manual Methods 1851 or 1852, or b.) Incineration Oven .... MnDOT Bituminous Manual Methods 1853 or 1852 E Insoluble Residue .... MnDOT Laboratory Manual F Reclaimed Glass.... American Geophysical Institute Visual Method (AGI Data Sheet 15.1 and 15.2, Comparison Chart for Estimating Percent Composition, 1982) Table 3138 —1 BASF AND SURFACING AGGREGATE "Cold Perccnl Passing Siege Size Class I Class 2 Class 3 Class 4 Class 5 Class Class 6 7(a)(b) c) 75 mm 3 in. -- -- 50 mm 2 in. - - 100 100 -- — 37 mm 1.5 in 25.0 mm 1 in 100 100 19.0 man 3/4 in. 100 100 90.100 90-100 9.5 mm 3/8 in. 65-90 65-90 50.90 50.85 4.75 mm . 4 40.85 35-70 35-100 35-100 (A)35-80 35-70 35-70 2.00 mm 0. 5-7 1 25-05 20.100 20.100 A 20.65 20.55 _ _ — _ 20.55 — 425 um o. 40 R0 5 12-30 5-50 5-35 10.35 10-30 75 um o. 200 8-I5 1 5-13 5-10 4-10 3-10 (A)3-7 8 NOTES: 1 (A) Applies when the aggregate contains 60 percent or less of crushed quarry rock. (B) Applies when the aggregate contains more than 60 percent crushed quarry rock. 1 (a) Refer to Section 3138.213. (b) Class 7 shall meet the gradation requirements for class 5 when it is being substituted for Classes 1, 3, 4 and 5. 1 (c) Class 7 shall meet the gradation requirements for Class 6 when it is being substituted for Class 6 1 16 1 2.07 SCHEDULE OF PRICE REDUCTIONS The following schedule for price reductions on non -complying construction material shall be used when not addressed in the Contract. The following schedule of price adjustments and/or corrective action for non-compliance material and/or work is a guideline only. Special circumstances may result in price reductions differing from this schedule. These special circumstances shall be determined and evaluated by the City Engineer. Price reductions are implemented only if it is in the best interest of the City to leave the non- complying material in place, otherwise, the material should be removed and replaced. Gradation Failures I. MnDOT Specification 3138, Aggregate for Surface and Base Courses. a. Class 1, 2, 3, 4, 5 and 6 designations. The above classes of material should be accepted for payment in accordance with the provisions of the MnDOT Aggregate Base Acceptance Schedule Table 2211-1, 2211.3F. Price adjustments for more than one failing sieve size shall be accumulative. The compensation due the Contractor for the class and quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages. b. Class 1, 2, 3, 4, 5 and 6 designations. The above classes of material should be accepted for payment in accordance with the following schedule: % Passing Outside Specified Limits* All Sieves, except No. 200 Sieve No. 200 or 75um or 75um 0.1 -1.0 0.1 -1.0 Substantial Compliance 1.1 -3.0 1.1 -1.5 5.0% Price Adjustment 3.1 -4.0 1.6-2.5 15.0% Price Adjustment >_ 4.0 >_2.6 Corrective Action Required *Based on individual sample test results. Price adjustments applied to the quantity of non- compliance material represented by the sample. 17 Price reductions for more than one failing sieve size shall be accumulative, but will not 1 exceed 50.0 percent. The compensation due to the contractor should be reduced accordingly. ' 2. MnDOT Specification 3149, Granular Material. The granular materials listed in MnDOT Specification 3149 should be accepted for payment ' in accordance with the following: a. All Sieves ' Price adjustments shall be in accordance with 1(b) b. # 200/1 inch or 75um/25 mm. Ratio ' (MnDOT Specification 3149.2131 and 3149.2132) % Outside ' Svecified Limits* +1.0 Substantial Compliance +1.1-2.0 5.0% Price Reduction ' 2.1-3.0 15.0% Price Reduction >3.0 Corrective Action Required ' *Based on individual sample test results. Price adjustment applied to the quantity of non- compliance material represented by the sample. The compensation due to the contractor should be reduced accordingly. t3. The Contractor may correct the quantity of non-compliance material in order to qualify for full payment. ' When corrective action is required for acceptance of the non -complying material, in accordance with the previously indicated schedules, the Contractor shall perform the ' corrective work at no cost to the Owner. The Contractor shall remove the unacceptable material and replace with acceptable materials, or correct the unacceptable materials on the road. The corrected material will be tested for compliance with the specification after the ' completion of the corrective action. In lieu of replacement or correction, the Engineers may allow (in the best interest of the City) the Contractor to accept a price reduction instead of corrective action. 1 18 SECTION 3.00 —PAVEMENT CONSTRUCTION 3.01 PLANT MIXED BITUMINOUS ASPHALT (Combined 2360/2350 [Gyratory/Marshall Design] Specification of the most current MnDOT Standard Specification) This Specification requires the Contractor to provide a mix that complies with all of the design, production, and placement requirements of the specification. The Department does not make any guaranty or warranty, either express or implied, that compliance with one part of this specification guarantees that the Contractor will meet the other aspects of the specification. All Sections titled 2360 also apply to 2350. DESCRIPTION This work consists of the construction of one or more pavement courses of hot plant mixed asphalt -aggregate mixture on the approved prepared foundation, base course or existing surface in accordance with the specifications and in conformity with the lines, grades, thicknesses and typical cross sections shown on the plans or established by the Engineer. Mixture design will be either 2360 or 2350 (gyratory or Marshall) as described in the Special Provisions through the mixture designation. A Mixture Designations Mixture designations for asphalt mixtures contain the following information: (1) The first two letters indicate the mixture design type: SP = Gyratory Mixture Design LV = Marshall Mixture Design — Low Volume, 50 blow MV = Marshall Mixture Design — Medium Volume, 50 blow SM = Gyratory Mixture Design for Stone Matrix Asphalt (SMA) (2) The third and fourth letters indicate the course: WE = Wearing and Shoulder Wearing Course NW =Non -Wearing Course (3) The fifth letter or number indicates the maximum aggregate size*: A or 4 = 12.5mm [1/2 inch], 9.5 mm [3/8 inch] nominal size B or 3 = 19.Omm [3/4 inch], 12.5 mm [1/2 inch] nominal size C or 2 = 25.Omm [1 inch], 19.0 into [3/4 inch] nominal size 5 = 9.5mm [3/8 inch], 4.75 mm [#4] nominal size (Marshall design only) E = See provision for SMA design * Letter is used in gyratory designation; number is used in Marshall designation (4) For Gyratory Design: The sixth digit indicates the Traffic Level (ESAL's x 106) 19 t The requirements for gyratory mixtures in this specification are based on the 20 - year design traffic level of the Project expressed in Equivalent Single Axle Loads (ESAL's). The five traffic levels are shown below in Table 2360.1-A. 1 Table 2360.1-A TRAFFIC LEVELS 1 1 1 1 1 1 Traffic Level 20 Year Design ESAL's 1 x 10 ESAL's 2 <1 3 Ito<3 4 3to<10 5 10 to<30 6 SMA 1 -- (AADT # 2300) 2 -- (2300< AADT <6000) For Marshall Design: The sixth and seventh digit indicate the Marshall design blows: 50 blow design for both LV and MV mixtures (5) The last two digits indicate the air void requirement: 40 = 4.0% for SP and SM Wear mixtures 35 = 3.5% for MV Wear and Non -Wear 30 = 3.0% for LV Wear and Non -Wear and SP Non -Wear and Shoulder (6) The letter at the end of the mixture designation identifies the asphalt binder grade: A = PG 52-34 B = PG 58-28 C = PG 58-34 D = PG 58-40 E = PG 64-28 F = PG 64-34 G = PG 64-40 H = PG 70-28 I = PG 70-34 L = PG 64-22 Ex: Gyratory Mixture Designation -- SPWEB540E (Design Type, Lift, Agg Size, Traffic Level, Voids, Binder) Ex: Marshall Mixture Designation — LV WE35030B (Mix Type, Lift, Agg Size, Marshall blows, Voids, Binder) Ex: SMA Mixture Designation -- SMWEE640H (Design Type, Lift, Agg Size, Traffic Level, Voids, Binder) B Minimum Lift thickness W Minimum paving lift thickness will be based on maximum aggregate size: Aggregate Size A, 4*; B, 3*: Minimum Lift thickness = 40 mm [1'/2 inch] Aggregate Size 5*: Minimum Lift thickness = 20 mm [3/4 inch] Aggregate Size C, 2* (for non -wear only): Min. Lift thickness = 65 mm [2'/2 inch] * Marshall designation 2360.2 MATERIALS A Aggregate Al General The aggregate shall consist of sound, durable particles of gravel and sand, crushed stone and sand, or combinations thereof. It shall be free of objectionable matter such as metal. glass, wood, plastic, brick, rubber, and any other material having similar characteristics. Coarse aggregate shall be free from coatings of clay and silt to the satisfaction of the Engineer. The Contractor shall not compensate for the lack of fines by adding soil materials such as clay, loam, or silt. Overburden shall not be blended into the asphalt aggregate. Each different material (source, class, kind, or size) shall be fed at a uniform rate from its storage unit. An individual source, class, type, or size of material shall not be stockpile blended with another source, class, type or size of material. A2 Classification The aggregate shall conform to one of the following classifications. The class of aggregate to be used shall be the Contractor's option unless otherwise specified in the Contract. Ata Class A Class A aggregate shall consist of crushed igneous bedrock (specifically; basalt, gabbro, granite, rhyolite, diorite and andosite) and rock from the Sioux Quartzite Formation. Other igneous or metamorphic rock may be used with specific approval of the Engineer. Class A materials may contain no more than 4.0% non -Class A aggregate. This recognizes the fact that some quarries may contain small pockets of non -Class A material within that source. Intentional blending or addition of non -Class A material is strictly prohibited! A2b Class B Class B aggregate shall consist of crushed rock from all other bedrock sources such as carbonate and metamorphic rocks. (gneiss or schist) A2c Class C 21 Class C aggregate shall consist of natural or partly crushed natural gravel obtained from a natural gravel deposit. A2d Class D Class D aggregate shall consist of 100 percent crushed natural gravel. The crushed gravel shall be produced from material retained on a square mesh sieve having an opening at least twice as large as the Specification permits for the maximum size of the aggregate in the composite asphalt mixture. The amount of carryover (material finer than) the selected screen shall not exceed ten percent. A2e Class E Class E aggregate shall consist of a mixture of any two or more of the above classes of approved aggregate (A, B, and D). The use of Class E aggregate, as well as the relative proportions of the different constituent aggregates, shall be subject to the approval of the Engineer. The relative proportions of the constituent aggregates shall be accurately controlled either by the use of a blending belt approved by the Engineer prior to production or by separately weighing each aggregate during batching operations. Alf Steel Slag Steel slag may not exceed 25 percent of the mass of the total aggregate. Stockpiles will be accepted for use if the total expansion, determined by ASTM D4792, is less than 0.50%. A2g Taconite Tailings (TT) Taconite tailings shall be obtained from ore that is mined westerly of a north - south line located east of Biwabik, Mn (R15W-R16W); except that taconite tailings from ore mined in southwestern Wisconsin will also be permitted for use. Approved taconite tailing sources are on file with the Department Bituminous Engineer. A2h Scrap Asphalt Shingles Scrap asphalt shingles may be included in both wear and non -wear courses to a maximum of 5 percent of the total weight of mixture. Only scrap asphalt shingles from manufacturing waste are suitable. The percentage of scrap shingles used will be considered part of the maximum allowable RAP percentage. Refer to Section 2360.2 G1 to select a virgin asphalt binder grade (use requirements for > 20% RAP, regardless of total RAP/shingle percentage). Scrap Shingle Specifications are on file in the Bituminous Office. A2i Crushed Concrete and Salvaged Aggregate 22 Crushed concrete is allowed as an aggregate source for up to 50 percent of the aggregate in non -wear mixtures. Crushed concrete is not allowed in wearing courses. Salvaged aggregate is allowed as an aggregate source for up to 100 percent of the aggregate in wear and non -wear mixtures. All salvaged aggregate shall be stockpiled uniformly to limit variation in mixture properties. Salvaged aggregates shall meet quality and crushing requirements as specified herein. A2j Sewage Sludge Ash Sewage sludge ash is allowed as an aggregate source in both wear and non -wear courses to a maximum of 5 percent of the total weight of mixture. Only sewage sludge ash that meets the Tier Il hazard evaluation criteria as approved by MnDOT's Office of Environmental Services, Environmental Analysis Section, will be allowed for use in the mixture. Approved waste incinerator ash sources are on file with the Department Bituminous Engineer. A3 Recycled Asphaltic Pavement Materials (RAP) The combined RAP and virgin aggregate shall meet the composite fine aggregate angularity or calculated crushed requirements (both coarse and fine aggregate) for the mixture being produced (calculated crushed allowed for Marshall design only). RAP containing any objectionable material, i.e., road tar, metal, glass, wood, plastic, brick, fabric, or any other objectionable material having similar characteristics will not be permitted for use in the asphalt pavement mixture. Asphalt binder content in the RAP shall be determined according to MnDOT Lab Manual Method 1851 or 1852. B Manufactured Crushed Fines (4 material) All Class A, B, D, and E material that passes the 4.75 mm [#4] screen will be considered as crushed fines. Manufactured Crushed Fines (4 material) from Class C Aggregate. Produce manufactured crushed fines (4 material) from a gravel source by passing the gravel over a selected screen, 9.5 mm [3/8 inch] or larger, prior to mechanical crushing. The material which passes the 9.5 mm [3/8 inch] screen shall not be incorporated into the manufactured crushed fines but may be used as it qualifies for natural sand. The amount of carryover (material finer than) the selected screen shall not exceed ten percent. The material retained on the 9.5 mm [3/8 inch] screen shall be crushed. The material that passes the 4.75 mm [#4] screen, after crushing, will be considered as 100% crushed 23 fines. Material retained on the 4.75 mm [#4] screen after crushing will not be counted as +4 tcrushing until tested. [1 I I C Quality Requirements C1 Los Angeles Rattler Test ........... AASHTO T96 The Los Angeles Rattler loss on the coarse aggregate fraction (material retained on the 4.75 mm [#4] sieve shall not exceed 40 percent for any individual source used within the mix. An aggregate proportion which passes the 4.75 mm [#4] sieve and exceeds 40 percent LAR loss on the coarse aggregate fraction is prohibited from use in the mixture. C2 Soundness (Magnesium Sulfate) ................................................. AASHTO T104 The magnesium sulfate soundness loss at 5 cycles on the coarse aggregate fraction (material retained on the 4.75 mm [#41) shall not exceed the following for any individual source used within the mix: * a) No more than 14 % loss on the 19 mm [3/4 inch] to 12.5 mm [1/2 inch] and larger fractions. b) No more than 18% loss on the 12.5 mm [1/2 inch] to 9.5 mm [3/8 inch] fraction. c) No more than 23% loss on the 9.5 mm [3/8 inch] to 4.75 mm [#4] fraction. d) No more than 18% for the composite loss. (Applies only if all three size fractions are tested). * 1) If the composite requirement is met but one or more individual components do not, the source may be accepted if no individual component is more than 110% of the requirement for that component. 2) If each individual component requirement is met but the composite does not, the source may be accepted if the composite is no greater than 110% of the requirement. An aggregate proportion which passes the 4.75 mm [#4] sieve and exceeds the requirements listed above on the coarse aggregate fraction is prohibited from use in the mixture. C3 Spall Materials and Lumps ................................. MnDOT Laboratory Manual Spall is defined as shale, iron oxide, unsound cherts, pyrite, highly weathered and/or soft phyllite and argillite (may be scratched with a brass pencil), and other materials having similar characteristics. Lumps are defined as loosely bonded aggregations and clayey masses. If the percent of lumps measured in the stockpile or cold feed exceed the values listed below, asphalt production shall cease and compliance shall be determined by dry batching. This procedure may be repeated at any time at the discretion of the Engineer. 24 Maximum limits for Spall and lumps, expressed as percentages by mass, are listed in Table 2360.3-132a. C4 Insoluble Residue Test...........................................MnDOT Laboratory Manual If Class B carbonate material is used in the mix, the minus 0.075 mm [#200] sieve size portion of the insoluble residue shall not exceed 10 percent. D Aggregate Restrictions Class B carbonate aggregate restrictions are specified in Table 2360.3-132a. E Gradation Requirement The coarse and fine aggregate shall be combined in such proportions to produce an asphalt mixture meeting all of the requirements defined in this specification and shall conform to the gradation as defined in Table 2360.2-E. Gradation testing shall be conducted in accordance with AASHTO T-11 (-0.075 mm [-4200] wash) and T-27. Table 2360.2-E AGGREGATE GRADATION BROAD BANDS (% nassina of total washed gradation) Sieve SizeE A or 4* B or 3* Cor 2* 5* (mm [inch]) (SMA) See SMA 25.0 [1 inch] 100 Provisions 19.0 [3/4 100 85-100 inch 12.5 [1/2 100 85-100 45-90 inch 9.5 3/8 in hl 85-100 35-90 - 100 4.75 #4 25-90 20-80 20-75 65-95 2.36[#8L_20-70 15-65 15-60 45-80 0.075 #200 2.0-7.0 2.0-7.0 2.0-7.0 2.0-7.0 *Marshall Designation With the approval of the Engineer, the gradation broadband for the maximum aggregate size may be reduced 97% passing for mixtures containing RAP, when the oversize material is suspected to come from the RAP source. The virgin material must remain 100% passing the maximum aggregate sieve size. E Additives 25 L An additive is any material added to an asphalt mixture or material, such as mineral filler, hydrated lime, asphalt additives, anti -strip, and similar products that do not have a specific pay item. When a Contract requires additives, compensation is included with the pay items for the appropriate mixture. If the Engineer directs the Contractor to incorporate additives, the compensation will be as Extra Work, at the unit price specified in the proposal. The Department will not compensate the Contractor for additives incorporated at the Contractor's option. Additives will not be incorporated into the mixture without approval of the Department Bituminous Engineer. Anti -foaming agents shall be added to asphalt cement at the manufacturer's recommended dosage rate. Mineral filler and hydrated lime may be added in a quantity not to exceed 5 percent and 2 percent, respectively, of the total mass of the aggregate. The combination of mineral filler and hydrated lime shall not exceed 5 percent of the total mass of aggregate. The Engineer will approve or disapprove methods for addition of additives. F1Mineral Filler...................................................................................................3145 ' F2 Hydrated Lime.................................................................................................3145 Hydrated lime used in asphalt mixtures shall meet the requirements of ASTM ' C977 and have a maximum of eight percent unhydrated oxides (as received basis). The method of introducing and mixing the hydrated lime and aggregate shall be subject to approval by the Engineer prior to beginning mixture production. ' F3 Liquid Anti -Stripping Additive ' When a liquid anti -strip additive is added to the asphalt binder, blending shall be completed before the asphalt binder is mixed with the aggregate. Liquid anti -strip additives that modify the asphalt binder, such that it fails to meet the Performance Grade (PG) requirements, ' shall not be used. Liquid anti -strip may be added by the supplier at the refinery or by the Contractor at the plant site. The company/supplier adding the additive shall be responsible for testing the binder/additive blend to ensure compliance with the AASHTO M 320, Standard ' Specification for Performance Graded Asphalt Binder. No paving will be allowed until the asphalt binder/additive blend has been tested and the results meet the criteria in Section 2360.2G. The company/supplier adding the additive shall be responsible for testing the ' binder/additive blend to ensure compliance with the AASHTO MP -1, Standard Specification for Performance Graded Asphalt Binder. The testing shall be done in accordance with a MnDOT approved Asphalt Binder QC Plan. Requirements for the Asphalt Binder QC Plan are on file in ' the Bituminous Office. The following requirements for"HMA mixture and asphalt binder must also be ' met when liquid anti -strip is added at the HMA plant site. Mixture Reuuirements at Design: 26 F4 1) The Contractor must design the mixture with the same asphalt binder that will be supplied to the plant site. (Both Laboratory Mixture Design (Option 1) and Modified Mixture Design (Option 2)). 2) The Contractor must provide documentation with either design option that includes Tensile Strength Ratio results with the liquid anti -strip dosed at the optimal rate. Documentation must include verification the binder/additive blend meets AASHTO M 320 at the optional dose rate. Contractor Production Testin¢ Requirements for Asphalt Binder/Liquid Anti -Stria Blend: 1) The Contractor shall, on a daily basis, sample and test the asphalt binder/anti-strip blend. Testing of the blend can be by viscosity, penetration, or dynamic shear rheometer (DSR). When a polymer modified asphalt binder is specified, the Contractor shall use the DRS as the daily QC test. 2) The Contractor shall, on a weekly basis, send the Engineer and MnDOT Chemical Laboratory Director a weekly QC report summarizing the results of the daily testing as required in number 1. 3) The Contractor shall, on a bi-weekly basis, test the binder/anti-strip blend to ensure compliance with the AASHTO M 320, Standard Specification for Performance Graded Asphalt Binder (minimum 1/project). Test results shall be sent to the Engineer and MnDOT Chemical Laboratory Director. 4) In addition to the sampling requirements listed above, the Contractor shall obtain asphalt binder/anti-strip blend field verification samples according to 2360.4 E12. Liquid Anti -Strip Additive Metering System: 1) The metering system shall include a liquid anti -strip flow meter in addition to an anti -strip pump. The flow meter shall be connected to the liquid anti -strip to measure and display only the anti -strip being fed to the asphalt binder. 2) The meter readout shall be positioned for convenient observation. 3) There shall be a means provided for comparing the flow meter readout with the calculated output of the anti -strip pump. See number 7. 4) The system shall display in units of liters [gallons] to the nearest liter [gallon] or in units of metric tons [tons] to the nearest 0.001 metric ton [0.001 tons], the accumulated anti -strip quantity being delivered to the mixer unit. 5) The system shall be calibrated and adjusted to maintain an accuracy of ± one percent error. 6) Calibration shall be required for each plant set-up prior to production of mixture. 7) The Engineer may require, on a daily basis, the Contractor "stick" the anti -strip tank at the end of the day's production to verify anti -strip usage quantities. 8) The system shall provide for a convenience method for sampling the binder/anti- strip after blending has occurred. 9) Alternative blending and metering systems must be pre -approved by the Engineer. Coating and Anti -Stripping Additive............................................................ 3161' 27 I IG Asphalt Binder Material I I I I I I I 1 AASHTO MP -1 Asphalt binder material shall meet the requirements of PG asphalt binder testing tolerances, sampling rates, testing procedures, and acceptance criteria based on the most current MnDOT Technical Memorandum, titled "Inspection, Sampling, and Acceptance of Bituminous Materials." The PG asphalt binder cannot be modified with air blowing procedures unless the Department Bituminous Engineer approves it. The Contractor shall not use petroleum distillates such as fuel oil, diesel fuel or other fuels in the asphalt tanks. A statement shall be provided by the supplier for recommended laboratory mixing and compaction temperatures and field maximum mixing and compaction temperatures. G1 Asphalt Binder Selection Criteria for All Mixtures with RAP New Specified PG Asphalt Construction Binder Grade Virgin Asphalt Binder Grade to be used with RAP <_ 20% RAP > 20% RAP Asphalt Binder Grade to be used with Overlay y Specified PG Asphalt RAP n 58-28 Binder Grade 58-34 58-34 Not allowed _< 20% RAP > 20% RAP 64-28 64-22 64-22 64-28 64-34 Other PG Grades No grade adjustment No grade adjustment New Specified PG Asphalt Construction Binder Grade Virgin Asphalt Binder Grade to be used with RAP <_ 20% RAP > 20% RAP 52-34 52-34 Not allowed 58-28 58-28 58-28 58-34 58-34 Not allowed 64-28 64-28 64-28 64-34 64-34 Not allowed Other PG Grades No grade adjustment Not allowed * When approved by the Engineer, the virgin asphalt binder grade can be selected by using the blending chart procedure on file in the Bituminous Office. MnDOT may take production samples for information/verification of compliance with a specified asphalt binder grade. (1) Includes cold in-place recycle, reclaiming, and reconstruction. 3.02 MIXTURE DESIGN A Mixture Design General The asphalt mix may be designed using one of the following two Contractor trial mix design options. Review of mixture designs will be performed in the District Materials 28 Laboratory lab where the Project is located. The addition of aggregates and materials not included in the original mixture submittal is prohibited. It is the Contractor's responsibility to design a Marshall mixture in accordance with the most current AASHTO T-245, the Asphalt Institute's Mix Design Methods for Asphalt Concrete MS -2, and the MnDOT Laboratory Manual such that it meets the requirements of this specification. For Marshall design, the design air void content of the mixture is dependent on the mixture type, regardless of the location in the pavement structure. Design air void content for LV and MV mixtures is 3.0% and 3.5%, respectively. It is the Contractor's responsibility to design a gyratory mixture in accordance with the most current AASHTO T-312, the Asphalt Institute's Superpave Mix Design Manual SP -2 (2 -hour short term aging period is used for volumetric), and the MnDOT Laboratory Manual such that it meets the requirements of this specification. For gyratory design, the design air void content of the mixture at design shall be 4.0% at the design number of gyrations (Ndmp) for mixtures placed in the upper 100 mm [4 inches] of the finished surface. The design air void content of the mixture at design shall be 3.0% at the design number of gyrations (Nd�ig„) for mixtures placed at depths more than 100 mm [4 inches] from the surface and on all (wear and nonwear) shoulders that do not carry traffic. If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. na ian Air Vnid Renuirement fnr Gvratory Mixtures *If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. **Shoulders that do not carry traffic. B Laboratory Mixture Design (Option 1) Test results and documentation as described in Section 2360.3C shall be submitted with the materials described below for consideration by the Department Bituminous Engineer or District Materials Engineer to verify compliance with these specifications and to issue a Mixture Design Report. BI Aggregate Sample At least 15 working days prior to the start of asphalt production, the Contractor shall submit to the Department Bituminous Engineer or the District Materials Engineer a 35 kg [80 pound] sample of representative aggregate retained on the 4.75 mm sieve [#4] and a 15 kg 29 SP Wear SP Non -wear SP Shoulder** Location from Surface < 100 mm [4 inch]* > 100 mm [4 inch]* All Wear and Non -Wear Air Voids 4.0% 3.0% 3.0% *If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. **Shoulders that do not carry traffic. B Laboratory Mixture Design (Option 1) Test results and documentation as described in Section 2360.3C shall be submitted with the materials described below for consideration by the Department Bituminous Engineer or District Materials Engineer to verify compliance with these specifications and to issue a Mixture Design Report. BI Aggregate Sample At least 15 working days prior to the start of asphalt production, the Contractor shall submit to the Department Bituminous Engineer or the District Materials Engineer a 35 kg [80 pound] sample of representative aggregate retained on the 4.75 mm sieve [#4] and a 15 kg 29 I [35 pound] sample of material passing the 4.75 mm sieve [#4] for quality testing. The Contractor shall provide 24 hour notice of intent to sample aggregates. These samples will be tested for quality of each source, class, type, and size of virgin and non -asphaltic salvage aggregate source used in the mix design. The Contractor shall retain a companion sample of equal size until a Mixture Design Report is issued. Quality requirements are defined in Section 2360.2C. ' Aggregates that require the magnesium sulfate soundness test shall be submitted to the Department Bituminous Engineer or District Materials Engineer at least 30 calendar days prior to the start of asphalt production. Dispute resolution procedures for aggregate qualities are ' on file in the Bituminous Office. B2 Mixture Sample tAt least 7 working days prior to the start of asphalt production, the Contractor shall submit in writing a proposed Job Mix Formula (JMF) for each combination of aggregates to ' the Department Bituminous Engineer or District Materials Engineer for review. A Level II Quality Management mix designer must sign the proposed JMF. For each JMF submitted, the Contractor shall include test data to demonstrate conformance to mixture properties as specified in Table's 2360.3-132b and 2360.3-132c. The proposed JMF shall be submitted on forms approved by the Department. In addition, the Contractor shall submit an uncompacted mixture sample plus briquettes compacted at the optimum asphalt content and required compactive effort ' conforming to the JMF for laboratory examination and evaluation. Mixture sample size and number of compacted briquettes are as follows: I U 1 I I Table 2360.3-132 MIXTI IRF. SAMPT.F. RF.n1ITRF.MF.NTS Item Gyratory Design Marshall Design Un -compacted Mixture Sample Size 30 Kg [75 pounds] 18 Kg [40 pounds] Number of compacted briquettes 2 3 B2a Mixture Aggregate Requirements The aggregate fractions shall be sized, graded, and combined in such proportions that the resulting mixture will meet the requirements listed in Section 2360.2-E and Table 2360.3-132a shown below. 30 Table 2360.3-B2a MIXTURE AGGREGATE REQUIREMENTS 31 Traffic Traffic Level 3 & Traffic Traffic SMA Aggregate Blend Property Level 2& MV Level 4 Level 5 T. Level 6 LV 1 - 3 3 -10 10-30 See SMA 20 year Design ESAL's <I million million million million Provisions Coarse Aggregate Angularity (ASTM D5821) 30/- 55/- 85/80 95/90 (one face / two face), %- Wear 30/- 55J- 60/- 80/75 (one face / two face), %- Non W ear Fine Aggregate Angularity (FAA) (AASHTO T304, Method A) 4012, 42(1) 44 45 %- Wear 40(2) 40(l) 40 40 %-Non- W ear Flat and Elongated Particles,10 10 10 max lZl % by weight, (ASTM - (3a ratio) (3:1 (3:1 - D 4791 ratio) ratio Clay Contentl') (AASHTO - - 45 45 - T 176 Total Spall in fraction retained 5.0 2.5 1.0 1.0 - on the 4.75mm #4 sieve Maximum Spall Content in 5.0 5.0 1.0 1.0 - Total Sample Maximum Percent Lumps in fraction retained on the 4.75mm 0.5 0.5 0.5 0.5 - [#41 sieve Class B Carbonate Restrictions Maximum%-4.75mm [44] Final Lift/All other Lifts 100/100 100/100 80/80 50/80 Maximum%+4.75mm [+#4] Final Lift/All other Lifts 100/100 100/100 50/100 0/100 Gyratory Max. allowable RAP 30/40 30/30 30/30 30/30 percentage Wear / Non Wear Marshall Max. allowable RAP 30/40 30/30 percentage Wear/Non Wear 31 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 I 1 (1) For Marshall design, the Contractor may determine —4 crushing by either FAA of uncompacted voids or calculation of crush from the composite blend. The choice must be made prior to start of production. Manufactured crushed fines requirement is 25%. RAP sand will be considered 50% crushed if the angularity index equals or exceeds 40, and 100% crushed if the angularity index equals or exceeds 45. (2) Not applicable under Marshall design. B2b Mixture Requirements Mixture evaluation will be based on the trial mix tests and the corresponding requirements listed in Table 2360.3-132b and Table 2360.3-132c. 32 Table 2360.3-132b MIXTURE REQUIREMENTS 33 Traffic Traffic Traffic Traffic SMA Level 2 Level 3 Level 4 Level 5 T. Level 6 1 - 3 3-10 10-30 See SMA 20 year Design ESAL's < 1 million million million million Provisions Gyratory Mixture Requirements Gyrations for Nma.al 6 7 8 8 - Gyrations for Nd,,,n 40 60 90 100 - G rations for Nmax;mum 60 90 140 160 - Air Voids, %-- Wear 4.0 4.0 4.0 4.0 - Air Voids, % -- Non -Wear 3.0 3.0 3.0 3.0 • Gmm at N;nitial -Wear < 91.5 < 90.5 <_ 90.0 • Gmm at Ninitial - < 92.5 91.5 <_ 91.0 Non -Wear _< • Gmm at Nmaximum- Wear < 98.0 <_ 98.0 <_ 98.0 <_ 98.0 - • Gmm at Nmaximum < 99.0 < 99.0 <- 99.0 <_ 99.0 - Non W ear Tensile Strength Ratio(l), (2) (2) 80(3) 75 75 80(3) - min% Fines/Effective Asphalt 0.6- 1.2 0.6-1.2 0.6-1.2 0.6-1.2 - VFA,%-- Wear 65 -78 65-78 65-76 65-76 NonWear 70-83 70-83 70-82 70-82 Marshall Mixture LV MV Requirements Marshall Blows 50 50 Air Voids, % 3.0 3.5 Tensile Strength Ratio 70(4) 70(4) t(1, min% Stability, minimum N 5000 6000 [lb fl [1125] [1350] Fines/Effective Asphalt 0.6- 1.30 0.6 - 1.30 Wear 0.6-1.40 0.6-1.40 _ Non -Wear 33 (1) See Section 2360.4 E9. Use 150mm [6 inch] specimens for gyratory and 100mm [4 ' inch] specimens for Marshall design. (2) MnDOT Min = 65, (" MnDOT Min = 70,(4) MnDOT Min = 60 B2c VMA Criteria The voids in mineral aggregate (VMA) of the mixture at design and during production shall meet the minimum criteria as shown in Table 2360.3-B2c at the specified compaction level. VMA shall be calculated according to the procedures outlined in Asphalt Institutes SP -2 or MS -2 manual. VMA is a design and acceptance/process control requirement. ' Table 2360.3-132c VOIDS IN MINERAL AGGREGATE (VMA) MIXTURE REOUIREMENTS I I I 1 B3 *Marshall designation. **For LV 4 and LV 5 mixes lower VMA requirements by 0.5% Tensile Strength Ratio Sample Mixture or briquettes that represent the mixture at optimum asphalt content, shall be submitted at least 7 days prior to actual production for verification of moisture sensitivity retained tensile strength ratio (TSR). Material submitted for TSR verification may be tested for maximum specific gravity Gmm compliance in addition to TSR results. Failure to meet the Gmm tolerance will result in rejection of the submitted mix design. A new mix design submittal will be required and will be subject to provisions described in Section 2360.3C. One of the following options may be used to verify that the tensile strength ratio (TSR) meets the requirements in Table 2360.3-132b. Option A) The Contractor will batch material at the design proportions including optimum asphalt. Immediately (before curing) split the sample and allow samples to cool to room temperature. Submit 35 kg [77 pounds] of mixture to the District Materials Laboratory for curing and test verification. Both groups will use a two (2) hour cure time (±15 minutes) at 144°C [290°F] and follow procedures in ASTM D 4867-92, MnDOT modified as defined in the MnDOT Laboratory Manual. Option B) The Contractor batches, cures (as indicated in option A), compacts, and submits briquettes and uncompacted mixture as specified below. 34 Coarse Mixture Fine Mixture VMA VMA Gradation %Pass 2.36 mm %Pass 2.36 mm [#8] Minimum Minimum A or 4* > 47 15.0** <_ 47 14.5* Bor3* > 39 14.0 _<39 13.5 C or 2* > 35 13.0 < 35 12.5 5* 15.0** ----- ----- E See SMA Provisions *Marshall designation. **For LV 4 and LV 5 mixes lower VMA requirements by 0.5% Tensile Strength Ratio Sample Mixture or briquettes that represent the mixture at optimum asphalt content, shall be submitted at least 7 days prior to actual production for verification of moisture sensitivity retained tensile strength ratio (TSR). Material submitted for TSR verification may be tested for maximum specific gravity Gmm compliance in addition to TSR results. Failure to meet the Gmm tolerance will result in rejection of the submitted mix design. A new mix design submittal will be required and will be subject to provisions described in Section 2360.3C. One of the following options may be used to verify that the tensile strength ratio (TSR) meets the requirements in Table 2360.3-132b. Option A) The Contractor will batch material at the design proportions including optimum asphalt. Immediately (before curing) split the sample and allow samples to cool to room temperature. Submit 35 kg [77 pounds] of mixture to the District Materials Laboratory for curing and test verification. Both groups will use a two (2) hour cure time (±15 minutes) at 144°C [290°F] and follow procedures in ASTM D 4867-92, MnDOT modified as defined in the MnDOT Laboratory Manual. Option B) The Contractor batches, cures (as indicated in option A), compacts, and submits briquettes and uncompacted mixture as specified below. 34 Table 2360.3-133 OPTION R MIXTURE REQUIREMENTS Item Gyratory Design Marshall Design Un -compacted Mixture Sample Size 8,200 g 8,200 Number of compacted bri uettesl' � 6 9 Compacted briquette air void content 6.5-7.5% 6.0-8.0% FM mixture. " 150mm [6 inch] specimens for gyratory design 100mm [4 inch] specimens for Marshall design Aggregate Specific Gravity ............ AASHTO T84 and T85, MnDOT Modified The Contractor shall determine the specific gravity of all aggregate used in the C Documentation Each proposed JMF submitted for review under Section 2360.313 and 2360.3D shall include the following documentation and test results. (1) The name(s) of the individual(s) responsible for the Quality Control of the mixture during production. (2) The low projects number on which the mixture will be used. (3) The percentage in units of I percent (except the 0.075 mm sieve [4200] in units of 0.1 percent) of aggregate passing each of the specified sieves for each aggregate to be incorporated into the mixture. The gradation of aggregate from salvaged asphaltic material shall be derived from the material after the residual asphalt has been extracted. (4) The source and description of the materials to be used. The aggregate pit or quarry source number. The proportion of each material (in percent of total aggregate). (5) The composite gradation based on (3) and (4) above. Note: Include virgin composite gradation based on (4) and (5) above for mixtures containing RAP. (6) The bulk (dry) and apparent specific gravities and water absorption (by % weight of dry aggregate) of both coarse and fine aggregate, for each product used in the mixture (including RAP). Use AASHTO T-84 and T-85 MnDOT modified as defined in the MnDOT Laboratory Manual. The tolerance allowed between the Contractor's and the Department's specific gravities are Gsb (individual) = 0.040 [+4 AND -4] and Gsb (combined) = 0.020. (7) The composite gradation plotted on a FHWA 0.45 power chart. (Federal form PR -1115) (8) For mixtures containing RAP include extracted asphalt binder content of the RAP with no retention factor included. (9) The percentage (in units of 0.1 percent) and PG grade of asphalt binder material to be added, based upon the total mass of the mixture. (10) When using laboratory mixture design Option 1 (2360.313) or Option 2 (2360.3D), include the following: 35 I 11 I I 1 I 1 1 I 11 I (a) A minimum of three different asphalt binder contents (minimum 0.4 percent between each point), with at least one point at, one above and one below the optimum asphalt binder percentage. (b) The maximum specific gravity at each asphalt binder content. The theoretical maximum specific gravity used for percent air voids determination shall be calculated based on the average of the effective specific gravities measured by a minimum of two maximum specific gravity tests at the asphalt contents above and below the expected optimum asphalt binder content. (c) The test results for the individual and average bulk specific gravity, density, and heights, of at least two specimens at each asphalt binder content. For Marshall design include the test results for the individual and average bulk specific gravity, density, height, stability, and flow of at least three specimens at each asphalt binder content. (d) The percent air voids in the mixture at each asphalt binder content. (e) The percent Voids in Mineral Aggregate (VMA) at each asphalt binder content. (f) The fines to Effective Asphalt (F/A) ratio calculated to the nearest 0.1 percent. (g) TSR results at the optimum asphalt binder content. (h) Graphs showing air voids, voids in the mineral aggregate, Gmb, Gmm and unit weight vs. percent asphalt binder content for each of the three asphalt binder contents submitted with trial mix. (I ]) Optional Add-Rock/Add-Sand Provisions If the Contractor chooses to use the add -material option to augment the submitted JMF, the Contractor shall provide samples of the aggregate for quality analysis in accordance with Section 2360.3131. The Contractor shall provide mix design data for two additional design points per add -material. One point shall show a proportional adjustment to the submitted JMF that includes 5 percent, by mass, add -material at the JMF optimum asphalt percent. The second point shall show a proportional adjustment to the submitted JMF that includes 10 percent, by mass, add -material at the JMF optimum asphalt percent. The following information will be reported for each of these two points: (a) The maximum specific gravity (average of two tests). (b) The test results for the individual and average bulk specific gravity, density, and height of at least two specimens at the optimum asphalt binder content. For Marshall design include the test results for the individual and average bulk specific gravity, density, height, stability, and flow of at least three specimens at the optimum asphalt binder content. (c) The percent air voids in the mixture for each point. (d) The Fines to Effective Asphalt ratio calculated to the nearest 0.1 of a percent. (e) Coarse and Fine Aggregate crushing counts 36 Up to two add -materials will be allowed per mix design submittal. Aggregate quality and mix characteristics are required for each proposed add -material and shall be submitted at the time of the original trial mix submittal. No mixture sample or briquettes are required for these two additional points. Additional Documentation For: Gyratory Design (G1) The test results from the composite aggregate blend at the proposed JMF proportions indicating compliance with Coarse Aggregate Angularity and Fine Aggregate Angularity as shown in Table 2360.3-B2a. (G2) The design traffic level and the initial, design, and maximum number of gyrations Ninitial , Ndm gn, and Nmaximum• (G3) The temperature ranges the mixture is intended to be discharged from the plant and compacted at the roadway shall be provided by the asphalt binder supplier. Temperatures to be included are, laboratory mixing and compaction temperature ranges and maximum field mixing and compaction temperatures. (G4) Evidence that the completed mixture will conform to all specified physical requirements as follows: Design air Voids (V,), VMA, VFA, TSR, F/Ae (Fines to effective asphalt ratio), Densification %Gmm at Ninitiab Ndesign, and NMaximmm (G5) Labeled gyratory densification tables and curves, generated from the gyratory compactor, for all points used in the mixture submittal. Marshall Design (M1) The test results from the composite aggregate blend at the proposed JMF proportions indicating compliance with fine aggregate angularity uncompacted voids as shown in Table 2360.3-B2a. Or calculated -4.75 mm [-#4] crushing from the composite blend of the proposed JMF. Selection of either FAA or 4.75 mm [44] crushing shall be made at the time of mix design submittal. This selection will dictate the choice of method used for determination of compliance and acceptance for the duration of time the Mixture Design Report is in force. RAP sand will be considered 50% crushed if the angularity index equals or exceeds 40, and 100% crushed if the angularity index equals or exceeds 45. D Modified Mixture Design (Option 2) Test results and documentation as described in Section 2360.3C shall be submitted to the Department Bituminous Engineer or the District Materials Engineer to verify compliance with mix design requirements and issue a Mix Design Report. Mixture submittal is not required. The Contractor may use this option if all of the following conditions are met: 37 ' a) The aggregates in the proposed Mix Design Report have been used, in part, in other Mix Design Reports. Additionally, the aggregates must have been previously tested for and meet all applicable quality requirements in the current ' construction season. b) The Level Il mix designer submitting the mixture design must have a minimum of 2 years experience in mixture design. C) The Contractor and his/her representatives cannot have violated the requirements of 1512 Unacceptable and Unauthorized Work relating to mixture design or mixture production within the last 12 month period. ' D1 IMF Submittal At least 2 working days prior to the start of asphalt production, the Contractor shall submit in writing a proposed Job Mix Formula (JMF) for each combination of aggregates to the Department Bituminous Engineer or District Materials Engineer for review. A Level I] Quality Management mix designer must sign this proposed JMF. For each JMF submitted, the Contractor shall include documentation as outlined in Section 2360.3C to demonstrate conformance to mixture properties as specified in Table 2360.3-B2b and 2360.3-B2c. The proposed JMF shall be submitted on forms approved by the Department. ' D2 Initial Production Test Verification ' At the start of production, the testing frequency for the first 1,800 metric tons [2,000 tons] of each mix type shall be as specified in Table 2360.4-D. I All mixture placed on MnDOT projects shall meet the specified quality indicators and required field density. Failure to do so will result in reduced payment or removal and replacement with acceptable material. The Department shall take a mix verification sample within the first four samples at the start of production of each mix type. ' D3 Tensile Strength Ratio Sample ' See Section 2360AE9 D4 Marshall Stability (Marshall Design Only) On the first day of production, for each different mix design, at the same time the verification sample is obtained, an additional sample shall be obtained for City evaluation of ' Marshall stability. This sample may be tested at the discretion of the City Engineer. The Contractor is not required to test stability on production mixture. I 38 I If the Marshall stability fails to meet the minimum requirements as listed in Table 2360.3-132c, the Contractor shall stop production immediately. The Contractor will be required to submit a revised mix design, with bituminous mixture at optimum asphalt content, to the City Engineer. If the mixture meets the minimum stability requirement, production may be resumed. If the stability fails the second time, the Mix Design Report will be revoked. The Contractor will then be required to submit a new mix design according to Laboratory Mixture Design 2360.313, Option 1. A new Mix Design Report will be issued upon successful verification of the new mixture design submittal. E Mixture Design Report A Mixture Design Report consists of the JMF (Job Mix Formula). The JMF includes composite gradation, aggregate component proportions, asphalt binder content of the mixture, design air voids, Voids in Mineral Aggregate, and aggregate bulk specific gravity values. JMF limits will be shown for gradation control sieves, percent asphalt binder content, air voids, and VMA. Issuance of a Mixture Design Report confirms the mixture has been reviewed for and meets volumetric properties only. No guaranty or warranty, either express or implied, is made regarding placement and compaction of the mixture A Department reviewed Mixture Design Report is required for all paving except for small quantities of material provided under Section 2360.5H. All submitted materials must meet aggregate and mixture design requirements before a Mixture Design Report is issued. The Department will review two trial mix designs per mix type designated in the plan, per Contract at no cost to the Contractor. Additional mix designs will be verified at a cost of $2000 per design, payable to the Commissioner of Transportation. For city, county, and other agency projects, the Contractor shall provide to the City Engineer a complete project proposal including addenda, supplemental agreements, change orders, and any plan sheets (including typical sections) that affect the mix design. The City will not start the verification process without this information. 3.03 MIXTURE QUALITY MANAGEMENT (Quality Control/Quality Assurance) A Quality Control (QC) The Contractor shall provide and maintain a quality control program for HMA production. A quality control program is defined as all activities, including mix design, process control inspection, sampling and testing, and necessary adjustments in the process that are related to the production of a hot mix asphalt (HMA) pavement which meets the requirements of the specifications. Al Contractor Certified Plant HMA Ala Certification Procedure 39 I I I I 1 The Contractor shall: (1) Complete application form and request for plant inspection. (2) Provide a site map of stockpile locations. (3) Pass plant and testing facility inspection by having the Plant Inspector and Bituminous Plant Authorized Agent complete and sign the Asphalt Plant Inspection Report (TP 02142-02, TP 02143-02). By signing the Asphalt Plant Inspection Report, the HMA plant authorized agent agrees to calibrate and maintain all plant and laboratory equipment within allowable tolerances set forth in these specifications and the MnDOT Bituminous Manual. (4) Obtain a Mixture Design Report prior to,production. Alb Maintaining Certification To maintain certification, the plant must produce, test, and document all certified plant asphalt mixtures in accordance with the above requirements on a continuous basis. Continuous basis means all asphalt mixtures supplied from a certified plant to any Department project with 2360 asphalt mixtures must be sampled and tested in accordance with 2360 requirements and the Schedule of Materials Control. The Contractor shall assure the plant certification procedure is performed annually after winter suspension and before producing material for a Project. In addition, a first-day sampling and testing frequency rate as stated in Table 2360.4-D shall be followed. The Contractor shall recertify a plant when it is moved to a new location or a previously occupied location. ' A 1 c Revocation of Plant Certification The Department Construction Engineer may revoke certification of an asphalt ' plant when requirements are not being met or records are falsified. The Department may revoke the Technician Certification for the individual involved. The Department Bituminous Engineer and Department Contract Administrator will maintain a list of companies who have had their asphalt plant certification revoked. tB Quality Assurance (QA) The Department will perform QA testing as part of the acceptance process. The ' Engineer is responsible for QA testing, records, and acceptance. The Engineer will accomplish the QA process by: 40 (1) Conducting Quality assurance and verification sampling and testing. (2) Observing sampling and tests performed by the QC personnel. (3) Taking additional samples at any time and any location during production. (4) Monitoring the required QC summary sheets and control charts. (5) Verifying calibration of laboratory testing equipment. (6) Communicating MnDOT test results to the Contractor's QC personnel in a timely manner. (7) Ensuring Independent Assurance Sampling and testing requirements are met. C Contractor's Quality Control Cl Personnel Requirements Along with the propgtgpd mix design data, the Contractor shall submit to the Engineer an organizational chart listing the names and phone numbers of individuals and alternates responsible for mix design, process control administration, and inspection. The Contractor shall also post a current organizational chart and if required by the Engineer, post a daily roster of individuals performing QC testing in the Contractor's test facility. The Contractor's quality control organization or private testing firm shall have Certified Technicians who have met the requirements on file with the Department's Technical Certification program. Individuals performing process control testing must be certified as a Level I Bituminous Quality Management (QM) Tester. Individuals performing mix design calculations or mix design adjustments must be certified as Level II Bituminous QM Mix Designer. The Contractor shall have a Certified Level II Bituminous QM Mix Designer available to make any necessary process adjustments. The Contractor shall have a minimum of one person per paving operation certified as a Level II Bituminous Street Inspector. C2 Laboratory Requirements: The Contractor shall furnish and maintain a laboratory at the plant site or other site as approved by the Engineer. The laboratory shall be furnished with the necessary equipment and supplies for performing Contractor quality control testing. The laboratory equipment shall meet the requirements listed in Section 400 of the MnDOT Bituminous Manual and these specifications, including having extraction capabilities. The laboratory shall be calibrated, and operational prior to the beginning of production. In addition to the requirements listed above, the laboratory shall be equipped with a telephone for use by the Contractor or the Engineer. A fax machine and copy machine shall be available for use by the Contractor or the Engineer at the laboratory site. The laboratory shall also include a computer and printer. The computer must be capable of running Microsoft Excel 97 or newer version. The printer must be able to print control charts. The Engineer shall be allowed to inspect measuring and testing devices to confirm both calibration and condition. The Contractor shall calibrate and correlate all testing equipment in accordance with the latest version of the MnDOT Bituminous Manual. 41 D Sampling and Testing ' The Contractor shall ensure that all QC samples are taken at random locations. Random number generation and determination of random sample location shall be consistent ' with the MnDOT Bituminous Manual Section 5-693.7 Table A or Section 5 of ASTM D3665. The Engineer may approve alternate methods of random number generation. The tests for mixture properties shall be conducted on representative portions of the mix, quartered from a larger sample of mixture taken from behind the paver, or when approved by the Engineer, an alternate sampling location. The procedure for truck box ' sampling, an alternate sampling location, is on file in the Bituminous Office. When an alternate sampling location is approved and used by the Contractor, the daily verification sample must still be taken from behind the paver. The Contractor shall obtain a sample of at least 25 kg [55 pounds]. This sample may be either split in the field or transported to the test facility by a method to retain heat to facilitate sample quartering procedures. The Contractor shall store and retain mixture bulk samples and companion samples for the Department for a period of 7 working days. The Contractor shall maintain these split samples in containers labeled with companion numbers. ' The Contractor shall perform QC sampling and testing according to the following schedule. Determine the planned tonnage for each mixture to be produced during the production day. Divide the planned production by 1000. Round the number to the next higher whole number. This number will be the number of production tests required for that mixture. Required production tests are listed in Table 2360.4-E. Split the planned production into even increments and select sample locations as described above. If actual tonnage exceeds planned tonnage additional tests may be required. During production, mixture volumetric property tests will not be required when mix production is less than 270 metric tons [300 tons]. However, production tests will be required when the accumulative tonnage on successive days exceeds 270 metric tons [300 tons]. ' At the start of production, the testing frequency for the first 1800 metric tons [2,000 tons] of each mix type shall be as follows: [1 I 1 42 I Table 2360.4-D PRODI ICTinN START -ITP TESTING RATES Production Test Testing Rates Test Reference Section 1 test per 450 metric tons [500 tons] AASH'r0 T312.Tl66 MnDOT 2360.4E Bulk Specific Gravity modified 2 1 test per 450 metric tons [500 tons] AASHTO T209 MnDOT modified 2360.4E Maximum Specific Gravity 3 1 test per 450 metric tons [500 tons] AASHTO T269. T312 2360.4E Air Voids (calculated) 4 I test per 450 metric tons [500 tons] Bit & Lab Manual 2360.4E Asphalt Content I I test per 450 metric tons [500 tons] At MS 2 & SP 2 2360.4E VMA (Calculated) 5 1 test per 900 metric tons [1000 tons] AASHTO TI I & T27 2360.4E Gradation 6 1 test per 900 metric tons [1000 tons] ASTM D5821 2360.4E Coarse Aggregate Angularity I 7 Fine Aggregate Angularity 1 test per 900 metric tons [1000 tons] AASHTO T304, Method A 2360.4E (FAA) 8 (1) Marshall design allows-4.75mm [44] manufactured crushed tines calculation per mnL)u I Bituminous Manual E Production Tests When more than one MnDOT approved test procedure is available, the Contractor shall select, with the approval of the Engineer, one method at the beginning of the Project and use that method for the entire Project. The Contractor and Engineer may agree to change test procedures during the construction of the Project. i9i I I 1 [1 Table 2360.4-E PRODUCTION SAMPLING AND TESTING RATES Production Test Sampling/resting Rates Test Reference Section Bulk Specific Gravity Divide the planned production by 1000. Round the AASHTO T312, 1245 T166 2360AE2 number to the next higher whole number. MnDOT mod AASHTO T209 MnDOT Maximum Specific modified 2360AE3 Gravity AASHTO T269, T312 Air Voids (calculated) 2360.4E4 Bit & Lab Manual Asphalt Content 2360.4E1 AI MS2&SP2 VMA (Calculated) 2360AE5 1 gradation per 1,800 metric tons [2,000 tans], or AASHTO TI I & T27 Gradation portion thereof (minimum of one per day) 2360AE6 2 tests/day for a minimum of 2 days, then 1 per day if ASTM D5821 Coarse Aggregate CAA is met. If CAA >8% of requirement, I sample/day 2360AE7 Angularity but test l/week. Fine Aggregate 2 tests/day for a minimum of 2 days, then I per day if AASHTO T304, Method A Angularity (FAA)I') FAA is met. If FAA >8% of requirement, I sample/day 2360.4E8 but test I/week. TSR V sample at 5,000 tons or by second day of production, ASTM D4867 MnDOT 2360AE9 then sample at every 18.000 metric tons 20,000 tons modified Aggregate Speck AASHTO T84 & T85, 2360.4E1 Gravity 1 per 9,000 metric tons [10,000 tons] MnDOT modified 0 Mixture Moisture Daily unless exempted by Engineer MnDOT 5-693.950 2360.4E1 Content I1 Sample Ir load (each grade) then I per 1,000,000 liter MnDOT 5-693.920 2360AEI Asphalt Binder 250,000 gallon -sample size 1 quart.12 ' (1) Marshall design allows-4.75mm [-#4] manufactured crushed fines calculation per MnDOT Bituminous Manual ' El Asphalt Binder Content (a) Spot Check (Virgin only)............................................MnDOT Bituminous Manual b Incinerator Oven(1) ............................... MnDOT Laboratory Manual Method 1853 (c) Chemical Extraction ...............MnDOT Laboratory Manual Method 1851 or 1852 (d) Meter Method (Virgin only).......................................MnDOT Bituminous Manual ' (1) Incinerator Oven may not be used when the percentage of Class B material exceeds 50% within the composite blend, unless a correction factor is determined by the Contractor and approved by the District ' Materials Engineer. E2 Marshall Bulk Specific Gravity, Gm6 (3 specimens) AASHTO T166, ' MnDOT Modified, or EV Eta Gyratory Bulk Specific Gravity, Gmn (2 specimens)...... AASHTO T312, T1661 1 MnDOT Modified ' E3 Maximum Specific Gravity, Gm m...............AASHTO T209, MnDOT Modified E4 Air Voids - Individual and Isolated (calculation) ........... AASHTO T269, T312 , Isolated air voids are calculated using the maximum mixture specific gravity and ' the corresponding bulk specific gravity from a single test. Individual air voids are calculated from the maximum specific gravity moving average and the bulk specific gravity from that single test. For gyratory design, compaction shall be conducted to Nmaximum and calculations for %Gmm at Ninitial and Ndmp shall be determined by applying the calculated correction factor as described in the Asphalt Institute SP 2 manual. Production control for % Gmm at Ninitial and Nmaximum shall not exceed the limit shown in Table 2360.3-132b by more than 1.0 %. Mixture produced beyond these limits, as measured by the moving average of four tests, may result in a cancellation of the Mix Design Report. A new mix design and submittal that satisfies these specification criteria may be required. E5 Voids Mineral Aggregate (VMA) (calculation)... Asphalt Institute MS -2, SP -2 E6 Gradation - Blended Aggregate ...................................... AASHTO T-11 & T-27 Testing to determine the blended aggregate gradation shall be determined every 1800 metric tons [2,000 tons], or portion thereof (minimum of one per day), on samples taken at the same time as the required mixture sample for a given increment. All gradations require a - 0.075 mm [-#200] wash. (a) Virgin Aggregate Mixtures - Drum or Screenless Plants Belt Samples or extracted production samples. (b) All Other Mixtures: 1. Hot Bins - Drybatch (Optional) 2. Incinerator Oven MnDOT Laboratory Manual Method 1853 (Optional) except samples that contain over 50% class B. ( l) 3. Extraction MnDOT Laboratory Manual Method 1851 or 1852 (Optional) (1) Incinerator Oven may not be used when the percentage of Class B material exceeds 50% within the composite blend, unless a correction factor is determined by the Contractor and approved by the District Materials Engineer. I" I I I [1 1 E7 Coarse Aggregate Angularity ......................................................... ASTM D5821 CAA test results shall meet the minimum percent fractured faces as shown in Table 2360.3-132a. ASTM D-5821 shall be used to determine coarse aggregate angularity on the composite blend from aggregates used in production of hot mix asphalt. Mixtures that contain virgin aggregates may be tested from composite belt samples. Mixtures that contain RAP must be tested from extracted aggregates taken from standard production samples. The percentage of fractured faces of the composite aggregate blend less than 100% shall be tested at the following rates: (1) Perform two tests per day for each mixture blend for a minimum of two days and then one per day if the test samples meet CAA requirements. (2) If CAA crushing test results exceed 8 percent of the requirement, take one sample per day and perform one test per week. CAA results must be reported on the test summary sheet. Mixture placed and represented by results below the minimum requirement, as shown in Table 2360.3-132a, will be subject to reduced payment as outlined in Table 2360.4-L3. Tonnage subjected to reduced payment shall be calculated as the tons placed from the sample point of the failing test until the sampling point when the test result is back within specifications. E8 Fine Aggregate Angularity ............................................ASTM C1252 Method A FAA test results shall meet the minimum criteria shown in Table 2360.3-132a. ASTM C1252 Method A shall be used to determine fine aggregate angularity on the composite blend from aggregates used in production of HMA. Mixtures that contain virgin aggregates may be tested from composite belt samples. Mixtures that contain RAP must be tested from extracted aggregates taken from standard production samples. The percentage of uncompacted voids from the composite aggregate blend shall be tested at the following rates. (1) Perform two tests per day for each mixture blend for a minimum of two days and then one per day if the test samples meet FAA requirements. (2) If FAA test results exceed 5 percent of the requirement, take one sample per day and perform one test per week. Ella - 4.75 mm 1441 Manufactured Crushed Fines ................ (calculation) MnDOT Bituminous Manual Under Marshall design, when the -4.75 mm [-#4] crushing is calculated, adjustments in target values from the composite blend must be made at the end of each day's paving. If the target quantity (percent of -4.75 mm [-#4] to be crushed) changes due to mixture proportion or composite gradation change, a new target shall be established for the next day's paving. 1 E9 Field Tensile Strength Ratio (TSR)................ASTM D4867 MnDOT Modified M A TSR sample shall be obtained within the first 4,500 metric tons [5,000 tons] of HMA produced or by the second day of production, whichever comes first, to verify tensile strength ratio (TSR). These samples may be tested at the discretion of the District Materials Engineer. If the Materials Engineer requires the samples to be tested, both the Contractor and the Department will be required to test these samples within 72 hours after it is sampled. Sample size shall be 50 kg [110 pound] minimum and split in half to provide a sample for the Department and the Contractor. The Department companion of this split shall be labeled with the date, time, Project number and approximate cumulative tonnage to date. The Department companion shall be given to the Department Street Inspector or Plant Monitor immediately or delivered to the District Materials Engineer within 24 hours of sampling, as specified by the Engineer. Mixture samples shall be taken from behind the paver unless the Engineer approves an alternate sampling location. Specimen size shall be 100 mm [4 inch] for Marshall mix design and 150 mm [6 inch] for gyratory design The Contractor may test the sample at a permanent lab site or a field lab site. Additional HMA mixture samples for TSR evaluation shall be sampled at a rate of 1 per 18,000 metric tons [20,000 tons] increments for all mixtures produced on the Project. These samples may be tested at the discretion of the District Materials Engineer. If the Materials Engineer requires the samples to be tested, both the Contractor and the Department will be required to test these samples. Minimum acceptable TSR values for design and production are shown in Table 2360.4-E9. The Contractor shall stop production immediately if minimum TSR requirements are not met. The Contractor will not be allowed to resume production until anti -strip has been added to the asphalt binder. Determination of who is responsible for the cost of the anti -strip is outlined in Tables 2360.4E9A, 2360AE913, and 2360.4E9C. When MnDOT is responsible for the cost of the anti -strip, payment will be made only for the cost of the anti -strip for mixtures placed on that project. MnDOT will not reimburse the Contractor for any delay costs associated with making changes related to this testing. Tahle 2360.4-F.9 Mixture Type- - Minimum TSR LV and MV Gyratory Z affic Level Traffic Level 4-5 Contracto MnDOT Contractor MnDOT Contractor MnDOT r 70% 1 60% 75% 1 65% 80% 70% Table 2360.4-E9A LV and MV Contractor Mixtures >70 <70 MnDOT >60 NA MnDOT <60 Contractor Contractor 47 Table 2360.4-E9C ' Gyratory Level Contractor 4-5 >80 <80 MnDOT >70 NA MnDOT '1 <70 Contractor Contractor Another sample shall be taken and tested within the first 450 metric tons [500 ' Table 2360.4-E9B Gyratory Contractor ' Level 2-3 >75 <75 MnDO>65 NA MnDOT ' T <65 Contractor Contractor Table 2360.4-E9C ' Gyratory Level Contractor 4-5 >80 <80 MnDOT >70 NA MnDOT '1 <70 Contractor Contractor Another sample shall be taken and tested within the first 450 metric tons [500 ' tons] after production resumes. If the re -test fails to meet the minimum specified value the Contractor shall stop production immediately. Production cannot resume until the Contractor has discussed, with the Engineer, a proposal for resolving the problem. The Contractor shall not operate below the specified minimum TSR on a continuing basis. A continuing basis shall be defined as 2 or more successive tests failing the TSR requirements. ' The following conditions will automatically require a sample to be taken and tested: 1. A proportion change of more than 10 percent (from the currently produced mixture) for a single stockpile aggregate. ' 2. The discretion of the Engineer. Dispute resolution procedures for TSR are on file in the Bituminous Office. ' E10 Aggregate Specific Gravity (Gsb).. AASHTO T84 and T85, MnDOT modified Samples of all aggregate stockpiles shall be collected on each aggregate used in ' the production mixture, at a rate of one sample per 9,000 metric tons [10,000 tons] mixture produced. These samples shall be taken at random as directed by the Engineer. These ' representative stockpile samples shall be 40 kg [90 pounds] of each aggregate component. Each sample shall be split in half to provide a sample for the Department and the Contractor. The Department companion shall be labeled with date, time, Project number and approximate ' cumulative tonnage to date. The Department companion shall be given to the Department Street Inspector or ' Plant Monitor immediately or delivered to the District Materials Engineer within 48 hours of sampling, as specified by the Engineer. These samples may be tested. Tested samples will be compared to the Contractor's values on the Mix Design Report. If the results deviate beyond the ' tolerance specified in Table 2360.4-M, the dispute resolution procedure on file in the Bituminous Office will be utilized. Any mixture placed following notification of new specific gravity values will be based upon Department results unless proven incorrect. The Contractor shall be notified 1 48 when new specific gravity values become available and what impact this will have on the calculated VMA. Ell Moisture Content.....................................................................MnDOT 5-693.950 Provide a mixture with a moisture content not greater than 0.3 percent. The moisture content in the mixture shall be measured behind the paver or alternate approved sampling method on file in the Bituminous Office. Sampling and testing shall be conducted by the Contractor on a daily basis unless exempted by the Engineer. Sampling and testing is suggested when rain on stockpiles exceed more than 5 mm [0.2 inch] in a 24 hour period. The sample shall be stored in an airtight container. Microwave testing is prohibited. HMA that exceeds 0.3% moisture content is unacceptable. The Contractor shall take appropriate action to remove excess water from the mixture. This action may include reducing the production rate, mixing stockpile aggregates prior to placement into the feed bins, and use of covered stockpiles. E12 Asphalt Binder Samples The Contractor shall sample the first shipment of each type of asphalt binder, then sample at a rate of one per 1,000,000 liters [250,000 gallons]; sample size shall be LOL [I quart]. All samples shall be taken in accordance with the MnDOT Bituminous Manual 5-693.920. Sampling shall be conducted by Contractor and monitored by the Inspector. Promptly submit the sample to the Department Materials Laboratory in Maplewood. The Contractor shall record sample information on Asphalt Sample Identification Card. F Documentation (Records) The Contractor shall maintain documentation, including test summary sheets and control charts, on an ongoing basis. The Contractor shall also maintain a file of gyratory specimen heights for all gyratory compacted samples and test worksheets. Reports, records, and diaries developed during the progress of construction activities for the Project, shall be filed as directed by the Engineer and will become the property of the Department. The Contractor shall: (1) Number test results in accordance with standard Department procedures and , record on forms approved/supplied by the Department. (2) Facsimile all production test results on test summary sheets to the District , Materials Laboratory and to other sites as requested by the Engineer, by I 1 AM of the day following production. (2a) Include the following production test results and mixture information on the ' Department approved test summary sheet. 49 I 1. Percent passing on sieves listed in Table 2360.2-E 2. Coarse and fine aggregate crushing. ' 3. Maximum specific gravity (Gmm)• 4. Bulk specific gravity (Gmb)- 5. Percent asphalt binder content (Pb). 6. Calculated production air voids (Va). Gyratory design shall also include %Gmm at Ninitial , %Gmm at Nde ign , and % Gmm at Nma imum 7. Calculated voids in mineral aggregate (VMA). 8. Composite aggregate specific gravity (G3b) reflecting current proportions. 9. Aggregate proportions in use at the time of sampling. 10. Tons where sampled. ' 11 Cumulative tons. 11 a. Tons Represented by Test. 12. Fines to effective asphalt ratio (F/A,). 13. Signature Line for MnDOT and Contractor Representative. 14. Mixture Moisture Content. ' 15. MnDOT verification sample test result. (2b) Submit copies of all failing test results to the Engineer on a daily basis. ' (3) Provide the Engineer with asphalt manifests of BOL's on a daily basis. (4) Provide a daily plant diary to include a description of QC actions taken (adjustment of cold feed percentages, changes in JMFs, etc.) include all changes or adjustments on the test summary sheets. ' (5) Provide weekly truck scale spot checks. (6) Provide a Department approved accounting system for all mixes and provide a daily and final Project summary of material quantities and types. (6a) Provide a final hardcopy summary of all quality control test summary sheets and ' control charts at completion of bituminous operations on the Project to the Engineer. Because Certified Plant test data often represents test data for multiple projects, it may be necessary to make duplicate copies of the data for each project. The Contract shall also submit a diskette of the quality control summary sheets, control charts and density worksheets to the Bituminous Engineer. ' (7) Furnish an automated weigh scale and computer generated weigh ticket. The ticket shall indicate project number, mix designation (including binder grade), Mixture Design Report#, truck identification and tare, net mass, date and time of loading. Any deviations from the minimum information to be provided on the computer generated weigh ticket must be approved by the Engineer in writing. (8) Charts and records for a mixture produced at one plant site shall be continued from contract to contract. i 50 l I 1 G Documentation (Control Charts) 1 The following data shall be recorded on the standardized control charts, all control charts and summary sheets shall be computer generated using software approved by the 1 Engineer. Software is available from the MnDOT Bituminous Office at www.mrr.dot.state.mn.us/pavement/bituminous/bituminous.asp. (1) Blended aggregate gradation, include sieves shown in Table 2360.2-E for 1 specified mixture. (2) Percent asphalt binder content (Pb) 1 (3) Maximum specific gravity (G..) (4) Production air voids (V.) (5) VMA 1 Individual test results shall be plotted for each test point. A solid line shall connect individual points. The moving average for each test variable shall be plotted starting 1 with the fourth test. A dashed line shall connect the moving average points. The Department's quality assurance and verification test results shall be plotted with asterisks. Specification JMF limits shall be indicated on the control charts using a dotted line. The Engineer may waive the 1 plotting of control charts. H JMF Limits 1 The production air voids and VMA are based upon the minimum specified requirements as shown in Tables 2360.3-132b and 2360.3132c. Gradations and asphalt binder 1 content limits are based upon the current Department reviewed Mixture Design Report. Gradation control sieves include each sieve shown in Table 2360.2-E. The mixture production targets are listed on the Mixture Design Report. JMF limits are the target plus or minus the 1 limits shown in Table 2360.4-H. JMF limits are used as the criteria for acceptance of materials based on the moving average. A moving average is the average of the last four test results. 1 1 I I I 1 Table 2360.4-H JMF Limits (N=4) Item JMF Limits VMA, % -0.3 Production Air Voids, % f 1.0 Asphalt Binder Content, % -0.4 Sieve - % Passing* 25, 19, 12.5, 9.5, 4.75 mm [1 inch, 3/4 inch, 1/2 inch, 3/8 inch, #4 f 7 2.36 mm [#81 6 0.075 mm #200 f 2.0 *JMF limits are not allowed outside the broadband requirements in Table 2360.2-E. II JMF Bands ' JMF Bands are defined as the area between the target, as identified on the Mixture Design Report, and the JMF limits. ' J JMF Adjustment The Contractor shall begin mixture production with the materials (gradation, asphalt content, and aggregate proportions) closely conforming to the reviewed Mixture Design Report. Closely conforming shall be defined as aggregate proportions within 5 percent of the design proportions and other mixture parameters within the JMF limits in Table 2360.4-H. This requirement may be waived if the Contractor provides the District Materials Laboratory with prior documented production data showing how production affects the mixture properties or if the Contractor provides the District Materials Laboratory with a written justification or explanation of material changes since the original mixture submittal. If, during production, the Contractor determines from results of QC tests that ' adjustments to the mix design are necessary to achieve the specified properties, the following provisions shall apply. ' The Contractor may make a request for a JMF adjustment to the Department Bituminous Engineer or District Materials Engineer. The requested change will be reviewed for the Department by a Certified Level II Bituminous QM Mix Designer. If the request meets the ' design requirements in Tables 2360.3-B2a and 2360.3-B2b, a revised Mixture Design Report shall be issued. Each trial mixture design submittal as described in Section 2360.3A may have three JMF adjustments per mixture per project without charge. Additional JMF adjustments requested must be accompanied with a $500 fee per each additional JMF adjustment, payable to the Commissioner of Transportation. ' If a JMF change is requested for the 0.075 mm [#200] sieve, the Fines to Effective Asphalt Ratio shall be determined on the moving average from the previous four gradation tests conducted during actual production. The adjusted JMF shall be within the 52 mixture specification gradation design broadbands shown in Section 2360.2E. Should a redesign of the mixture become necessary, a new JMF shall be submitted. The JMF asphalt content may only be reduced if the production VMA meets or exceeds the minimum VMA requirement for the mixture being produced. Adjustments will be made as a result of an interactive process between the Contractor, Engineer, and District Materials Engineer. Consecutive requests for JMF adjustments, without production data, are not allowed. The calculation of the moving average shall continue after the JMF has been approved. J1 JMF Adjustment for Proportion Change > 10% If a JMF adjustment is requested for a proportion change exceeding 10% (from the currently produced mixture) for a single stockpile aggregate, supporting production test data from a minimum of four tests run at an accelerated testing rate of 1 test per 450 metric tons [500 tons] must be included with the request for adjustment. In addition to the requirements listed above, acceptable verification and approval of the requested JMF will be based on individual and moving average test results. Individual test results must be within twice the requested JMF limits for percent asphalt binder, production air voids, and VMA. Individual gradation must be within twice the requested JMF bands. The moving average values must be within the control limits of Table 2360.4-H. The calculation of the moving average shall continue after the change in proportions. If the mixture meets the specified quality indicators, the request for JMF adjustment will be signed by the District Materials Laboratory and considered effective from the point the proportion change was made. Failure to meet the quality indicators will result in reduced payment or removal and replacement with acceptable material. Consecutive requests for JMF adjustments without production data are not allowed. K Corrective Action -- Percent Asphalt Binder Content, VMA, and Gradation and Production Air Voids When the moving average values trend toward the JMF limits, the Contractor shall take corrective action. The corrective action taken shall be documented on summary sheets and, if applicable, a request for JMF adjustment shall be submitted to the District Materials Engineer for review and approval. All tests shall be part of the project files and shall be included in the moving average calculations. The Contractor shall notify the Engineer whenever the moving average values exceed the JMF limits. L Failing Materials The determination of price adjustments for failing materials will be based on the criteria outlined in this Section. Material acceptance is based on individual and moving average test results. Isolated test results are used for acceptance of air voids at the start of mixture production. Generally, individual test results which are more than twice the JMF bands are 53 considered failing. Moving average test results are considered failing when they exceed the JMF ' limits. If the moving average values exceed the JMF limits, the Contractor shall stop ' production and make adjustments. The Contractor shall restart production only after notifying the Engineer of the adjustments that have been made. Testing shall resume at the accelerated rates and for the tests listed in Table 2360.4-D for the next 1800 metric tons [2,000 tons] of t mixture produced. The calculation of the moving average shall continue after the stop in production. ' Mixture produced where the moving average of four exceeds the JMF limits shall be considered unsatisfactory and subject to requirements of Section 2360.4L2, L2a, L2b, and L2c. Individual test failures are discussed in Section 2360.4L1, Lla, and L1b. ' When the total production of a mixture type for the entire project requires less than four tests, a moving average will be established based on the tests taken. Acceptance of ' material will be consistent with the criteria outlined in Section 2360AL and will be based on the following modifications to the JMF limits: For two tests, establish the new JMF limits by multiplying the JMF limits listed in Table 2360.4-H by 1.41; for three tests, establish the new ' JMF limits by multiplying the JMF limits listed in Table 2360.4-H by 1.15. For moving average gradation, the modified JMF limit cannot exceed the broadband requirements in Table 2360.2-E. ' When the Contractor's testing data fails to meet specified tolerances as listed in Table 2360.4-M, quality assurance/verification data shall be used in place of the Contractor's data to determine the appropriate payment factor. Ll Isolated Failures at Mixture Start -Up — Production Air Voids ' At the start-up of mixture production, before a moving average of four can be established the first three (3) isolated test results for production air voids will be used for acceptance. Isolated production air voids are calculated by using the maximum mixture specific ' gravity and the corresponding bulk specific gravity from that single test. After four (4) samples have been tested and a moving average of four can be established, acceptance will be based on individual and moving average production air voids. 1 If, at the start of production, any of the first three (3) isolated test results for production air voids exceeds twice the JMF bands from the target listed on the Mixture Design ' Report, the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the isolated test result is back within twice the JMF bands. When the failure occurs at the first test, after the start of production, the tonnage subjected to reduce payment shall be calculated as described above and shall include the tonnage from the start of production. ' When isolated air voids are less than 1.0% or greater than 7.0% the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the 54 mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. To better define the area to be removed and replaced the Engineer may require the Contractor to test in-place mixture. This may include testing mixture placed prior to the failing test result. Reduced payment will be 50 percent of the Contract bid price. L2 Individual Failure at Mixture Start -Up — VMA At the start-up of mixture production, before a moving average of four can be established, the first three (3) individual test results for VMA will be used for acceptance. After 4 samples have been tested and a moving average of four can be established, acceptance will be based on individual and moving average VMA. If, at the start of production, any of the first three (3) individual VMA test results exceeds twice the JMF bands from the target listed on the Mixture Design Report, the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the test results are back within twice the JMF limits. When the failure occurs at the first test, after the start of production, the tonnage subjected to reduce payment shall be calculated as described above and shall include the tonnage from the start of production. 1 r, I L3 Individual Failure - Gradation, Percent Asphalt Binder, Production Air ' Voids, and VMA Table 2360.4- L3 REDUCED PAYMENT SCHEDULE FOR INDIVIDUAL TEST RESULTS Item Pay Factor t Gradation 95% Coarse and Fine Aggregate Crushin 90% VMA 85% Asphalt Binder Content 85% Production Air Voids (individual and isolated (3) 70% (1) Lowest Pay Factor applies when there are multiple reductions on a single test. (2) Individual air voids are calculated using the moving average maximum specific gravity and the bulk specific gravity from that single test. (3) Isolated air voids are calculated from the maximum specific gravity and the bulk specific gravity from that single test. Isolated void test results are used for acceptance only for the first 3 tests after mixture production start-up. If the individual gradation test exceeds twice the JMF bands from the target listed on the Mixture Design Report the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage represented by the individual test. 55 I I I If the individual tests for percent asphalt binder content, production air voids, or VMA exceeds twice the JMF bands from the target listed on the Mix Design Report the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the test result is back within twice the JMF limits. When the failure occurs at the first test after the start of daily production, tonnage subjected to reduced payment shall be calculated as described above and shall include the tonnage from the start of production. When individual air voids are less than 1.0% or greater than 7.0% the Engineer ' will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. To better define the area to be removed and replaced the Engineer may require the ' Contractor to test in-place mixture. This may include testing mixture placed prior to the failing test result. Reduced payment will be 50 percent of the Contract bid price. L I I I I L4 Moving Average Failure at Mixture Start -Up - Production Air Voids When a moving average failure occurs within any of the first 3 moving average results after mixture start-up (tests 4, 5, 6), the mixture will be considered acceptable if the individual air void, corresponding to the moving average failure is within the JMF limits. If the individual air void is not within the JMF limit, the mixture will be considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. The Engineer may waive the penalty if the isolated air void corresponding to the individual air void is within the JMF limit. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 50 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons placed from the sample point of the failing moving average result and corresponding individual air void beyond the JMF limit to the sampling point when the individual test result is back within the JMF limit. L5 Moving Average Failure at Mixture Start -Up - VMA When a moving average failure occurs within any of the first 3 moving average results after mixture start-up (tests 4, 5, 6), the mixture will be considered acceptable if the individual VMA, corresponding to the moving average failure is within the JMF limits. If the individual VMA is not within the JMF limit, the mixture will be considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 75 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons placed from the sample point of the failing moving average result and corresponding individual VMA beyond the JMF limit to the sampling point when the individual test result is back within the JMF limit. L6 Moving Average Failure - Production Air Voids 56 A moving average production air void failure occurs when the individual production air void moving average of four exceeds the JMF limit. This mixture is considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 50 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons placed from the sample point of all individual test results beyond the JMF limits which contributed to the moving average value that exceeded the JMF limit to the sampling point when the individual test result is back within the JMF limits. L7 Table 2360.4-L6 REDUCED PAYMENT SCHEDULE FOR MOVING AVERAGE TEST RESULTS Item Pay Factor Gradation 75% Coarse and Fine Aggregate Crushin See Individual Failure VMAt � 75 % Asphalt Binder Content 75% Production Air Voids�1 50% (1) Lowest Pay Factor applies when there are multiple reductions on a single test. (2) See criteria for mixture production start-up. (3) Excluding the 0.075 mm [#200] sieve, use 95% pay factor if failure is within aggregate gradation broadband, Table 2360.2-E. Moving Average Failure - Percent Asphalt Binder Content, VMA, and Gradation For mixture properties including asphalt binder content, VMA, and gradation, where the moving average of four exceeds the JMF limits, the mixture is considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 75 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons placed from the sample point of all individual test results beyond the JMF limits which contributed to the moving average value that exceeded the JMF limit, to the sampling point when the individual test result is back within the JMF limits. When the failure occurs at the first test after the start of daily production, tonnage subjected to reduced payment shall include the tonnage from the start of production that day. LS Coarse and Fine Aggregate Crushing Failure If any test result for Coarse Aggregate Angularity, Fine Aggregate Angularity or -4.75mm [- #4] calculated crushing fail to meet minimum requirements in Table 2360.3-132a, all material placed is subject to reduced payment as outlined in Table 2360.4-L3. Tonnage 57 I subjected to reduced payment shall be calculated as the tons placed from the sample point of the ' failing test until the sampling point when the test result is back within specifications. When the failure occurs at the first test after the start of daily production, tonnage subjected to reduced payment shall include the tonnage from the start of production that day. ' M Quality Assurance ' The Engineer will periodically witness the sampling and testing being performed by the Contractor. If the Engineer observes that the sampling and quality control tests are not being performed in accordance with the applicable test procedures, the Engineer may stop ' production until corrective action is taken. The Engineer will notify the Contractor of observed deficiencies promptly, both verbally and in writing. ' The Engineer may obtain additional samples, at any time, to determine quality levels. These additional samples or verification samples are described in Section 2360.4N. For mixture, the Contractor shall test their portion immediately. 1 All testing and data analysis shall be performed by the Certified Level I Bituminous Quality Management (QM) Technician. Certification shall be in accordance with ' the MnDOT Technical Certification Program. The Department shall post a chart giving the names and telephone numbers for the personnel responsible for the Quality assurance program. I I I The Engineer shall calibrate and correlate all laboratory testing equipment in accordance with the latest version of the MnDOT Bituminous Manual. 58 Table 2360.4-M ALLOWABLE DIFFERENCES (TOLERANCES) BETWEEN CONTRACTOR AND MNDOT TFCT RFCI TITS* Item Allowable Difference Mixture Bulk Specific Gravity Gmb 0.030 Mixture Maximum Specific Gravity G.. 0.019 VMA Calculated 1.2 Fine Aggregate An ulari , uncom acted voids % 1 Coarse Aggregate An ularit , % fractured faces %P 15 Aggregate Individual Bulk Specific Gravity (+4.75mm + #4 0.040 Aggregate Individual Bulk Specific Gravity (-4.75mm #4 0.040 Aggregate combined blend Specific Gravity G,b 0.020 Tensile Strength Ratio TSR % See Table 23603-132b Asphalt Binder Content Meter Method, % 0.2 Spot Check Method, % 0.2 Chemical Extraction Methods, % 0.4 Incinerator Oven, % 0.3 Chemical vs. Meter, Spot Check, or Incinerator methods 0.4 Incinerator Oven vs. Spot Check 0.4 Gradation Sieve % passing 25.0, 19.0, 12.5 9.5 mm [1 inch, 3/4 inch, 1/2 inch, 3/8 6 inch 4.75 mm [#41 5 2.36 mm #81 4 0.075 mm #2001 2.0 *Test tolerances listed are for single test comparisons. N Verification Testing A verification sample is a sample, which is sampled and tested by MnDOT to assure compliance of the Contractor's Quality Control program. A verification companion is a companion sample, to MnDOT's verification sample, provided to the Contractor. The Contractor is required to test and use this verification companion sample as part of the QC program. The verification companion sample will replace the next scheduled QC sample. It is recommended enough material be sampled to accommodate retesting should the samples fail to meet requirements as described below. 59 Verification testing shall be performed on at least one set of production tests ' Section 2360.4E, excluding sections E9, EIO, El 1, and E12, on a daily basis per mix type. The verification companion sample will be used to verify the requirements of Tables 2360.2-E, 2360.3-132a, 2360.3-132b, and 2360.3-132c and will be compared to the Verification sample for ' compliance with allowable tolerances as specified in Table 2360.4-M. These include the mixture properties of Gmm (mixture max gravity), Gmb (mixture bulk gravity), asphalt binder content, VMA (calculated), Coarse and Fine Aggregate crushing, and gradation. For Coarse and Fine Aggregate crushing that meets the requirements of Section 2360AE7 and 2360AE8 the one test per week shall be performed on a verification companion. These do not include the aggregate bulk specific gravity Gsb, fines to effective asphalt, or the tensile strength ratio (TSR). Asphalt binder content and gradation must be determined by either extraction method 2360.4E1 b or 2360.4EIc. Asphalt content from the verification test result must be used to determine VMA. The Department's verification test results will be available ,to the Contractor within 2 working days from the time the sample is delivered to the District Laboratory for Gmm mixture max gravity, Gmb mixture bulk gravity, air voids (calculated), asphalt binder content, * VMA (calculated). Gradation and crushing results will be provided to the Contractor within 3 iMnDOT working days. Once the verification test results are available, they will be included on the test summary sheet. These results and those from the Contractor's verification companion ' will be compared for allowable tolerances as specified in Table 2360.4-M. If the tolerances are met, the verification process is complete. ' If the tolerances between Department and Contractor are not met, retests of the material shall be conducted by the Department. If the retests fail to meet tolerances, the Department's verification test results will be substituted for the Contractor's results in the QC ' program and used for acceptance. Only those parameters out of tolerance will be substituted and, if applicable, volumetric properties will be recalculated'). ' When tolerances from the verification sample retests are not met, an investigation will begin immediately to determine the cause of the difference. Testing equipment, procedures, worksheets, gyratory specimen height sheets, and personnel will be reviewed to determine the 1 source of the problem. The District Materials Engineer may also require a hot -cold comparison of mixture properties be performed. The procedure for hot -cold comparisons is as follows: The hot -cold comparison sample will be split into three representative portions. The Engineer will observe the Contractor testing the sample. One part shall be compacted immediately while still hot (additional heating maybe required to raise ' the temperature of the sample to compaction temperature). The second and third part will be allowed to cool to air temperature. The Contractor will retain the second part and the third part will be transported to the District Materials Laboratory. On the same day and at approximately the same time the Contractor and the District Materials Laboratory will heat their samples to compaction temperature and compact them. From this information a calibration factor will be a developed to compare the specific gravity of the hot compacted samples to reheated compacted samples. Each test will involve a minimum of three Marshall 60 specimens or two gyratory specimens. This test may be repeated at the discretion of the Contractor or the District Materials Engineer. Note: Care must be taken when reheating samples for mixture properties analysis tests. Mix samples should be reheated to 70°C [160°F] to allow splitting of the sample into representative fractions for the various tests. Overheating of the mixture portions to be tested for maximum specific gravity (Rice Test) may result in additional asphalt being absorbed in the aggregate. The Department will test the previously collected QA samples until they meet the tolerances or the remaining samples are all tested. Once these samples are tested, the department will test QA samples subsequent to the verification sample until tolerances are met. Acceptance will be based on QC data with substitution of Department test results for those parameters out of tolerance t'). If reestablishment of test result tolerances is not achieved within 48 hours, the Contractor shall cease mixture production and placement until the problem is resolved. 11 'I 11 11 (1) If, through analysis of data, it is determined there is a bias in the test results, the Engineer ' will determine which results are appropriate and shall govern. 3.04 CONSTRUCTION REQUIREMENTS A General The following construction requirements provide for the construction of all courses. When construction is under traffic, the requirements of MnDOT 2221.31) will apply. B Restrictions In general, no work within the roadway will be permitted in the spring until seasonal load restrictions on roads in the vicinity have been removed. However, work within the roadbed may be permitted before that time if, in the opinion of the Engineer, it can be done without damage to the subgrade. HMA shall not be placed when, in the opinion of the Engineer, the weather or roadbed conditions are unfavorable. No asphalt pavement wearing course (final wearing course if multiple wearing courses) shall be placed after October 15th in that part of the state north of an east -west line between Browns Valley and Holyoke, nor after November 1 st south of that line. The Engineer may waive these restrictions when: (1) The asphalt mixture is not being placed on the traveled portion of the roadway, or (2) The roadway involved will not be open to traffic during the following winter, or (3) The Engineer directs in writing the mixture be placed. 61 The Contractor shall not use petroleum distillates such as kerosene and fuel oil to prevent adhesion of asphalt mixtures in pavement hoppers, truck beds, or on the contact surfaces of the compaction equipment. Anti -adhesive agent must meet the criteria for "Effect on Asphalt" as described in the most recent Asphalt Release Agent Report on file in MnDOT's Office of Environmental Services and the Bituminous Office. C Equipment CI Asphalt Mixing Plants Cla Requirement for All Plants The Contractor shall test and calibrate all scales according to MnDOT 1901, except as otherwise designated by the Contract. Cl a(1) Equipment for the Preparation of the Aggregate Add mineral filler to the mixture using a storage silo equipped with a device to ensure a constant and uniform feed. C 1 a(2) Equipment for the Preparation of Asphalt Material Tanks for storage of asphalt material at the plant shall be equipped to heat the material and maintain the material at the required temperatures. The discharge end of the circulating line shall be below the surface of the asphalt material. Provide agitation for modified asphalt, when used, if recommended by the supplier. An outage table or chart and measuring stick shall be provided for each storage or working tank. Tanks shall be equipped with provisions for taking of asphalt binder material samples. After delivery of asphalt binder material to the Project, the Contractor shall not heat the material above 175°C [3507]. For modified asphalt, the maximum storage temperature shall not exceed the recommendation of the asphalt supplier. CIa(3) Asphalt Binder Control When asphalt binder material is proportioned by volume, the plant shall be equipped with either a working tank or a metering system for determining asphalt binder content of the mixture. The working tank shall have a capacity between 3,800 L [1,000 gallons] and 7,600 L [2,000 gallons]. The working tank shall be calibrated and supplied with a calibrated measuring stick. The tank may be connected to a mixing unit and used only during spot check operations, but it shall be available at all times. Any feedback shall be returned to the working tank during spot check operations. 62 Ii The metering system shall consist of at least one approved asphalt binder flow ' meter in addition to the asphalt binder pump. The flow meter shall be connected to the asphalt binder supply to measure and display only the asphalt binder being fed to the mixer unit. The meter readout shall be positioned for convenient observation. Means shall be provided for comparing the flow meter readout with the calculated output of the asphalt binder pump. In ' addition, the system shall display in liters [gallons] or to the nearest 0.001 metric tons [0.001 tons], the accumulated asphalt binder quantity being delivered to the mixer unit. The system shall be calibrated and adjusted to maintain an accuracy of + one percent error. This calibration , shall be required for each plant set-up prior to production of mixture. C I a(4) Dryer: The aggregate shal I be free of unburned fuel. ' CIa(5) Thermometric Equipment: The plant shall be equipped with a sufficient number of thermometric instruments_ i to ensure temperature control of the aggregate and the asphalt binder material. Cla(6) Pollution Controls , CIa(6)(a) Pollution.............................................................................................................1717 CIa(7) Surge and Storage Bins The plant may include facilities to store hot asphalt mixture for coordinating the L rate of production with the paving operations. Storage of the hot mixture will be permitted for a period not to exceed 18 hours, provided the following requirements are met: ' (a) Hot mix storage facilities shall be designed and operated to prevent segregation of the mix, drainage of the asphalt from the mix, and to prevent excessive cooling or overheating of the mixture. ' (b) The temperature of the mixture at time of discharge from the storage facility shall be within a tolerance of 5°C [9°F] of the temperature when discharged from the ' silo or mixer. C2 Placement and Hauling Equipment All equipment shall be serviced away from the paving site to prevent contamination of the mixture. Units that drip fuel, oil, or grease shall be removed from the paved surface until such leakage is corrected. C2a Asphalt Pavers Asphalt pavers shall be self-contained, power -propelled units, with an operational vibratory screed, capable of spreading and finishing courses of asphalt plant mix material in widths applicable to the specified typical sections and thicknesses, indicated in the Contract. 63 I I ' The screed or strike -off assembly shall produce a finished surface of the required evenness and texture without tearing, shoving, or gouging. For mainline paving, screed extensions and auger extensions are required if the paving width on either side of the paver is t greater than the basic screed unless otherwise directed by the Engineer. Strike -off only extension assemblies are not allowed for mainline wearing course paving, unless directed by the Engineer. Automatic screed control by means of an erected string line shall only be required when stated in the Contract. All pavers shall be equipped with an approved automatic screed control. The automatic controls shall include a system of sensor -operated devices, which follow reference ' lines, or surfaces on one or both sides of the paver as required. The speed of the paver shall be adjusted to produce the best results. ' All mixtures shall be spread without segregation to the cross sections shown in the plans. In general, leveling layers shall be spread by the method producing the best results as approved by the Engineer. The objective is to secure a smooth base of uniform grade and cross t section so that subsequent courses will be uniform in thickness. The leveling layer may be spread with a properly equipped paver or, when approved by the Engineer, a motor grader equipped with a leveling device or with other means for controlling the surface elevation of the ' leveling layer. All mixtures shall be spread, to the fullest extent practicable, by an asphalt paver. ' When approved by the Engineer, mixtures may be spread by a motor grader in areas that are inaccessible to a paver such as on driveway entrances, irregular areas, short isolated areas or when the quantity of mixture makes it impractical to place with a paver. ' On shoulder surfacing and uniform width widening, when the placement width is too narrow for a paver, the mixture in each course shall be spread with an approved mechanical ' device. The placement of each course shall be completed over the full width of the section under construction on each day's run unless otherwise directed by the Engineer. C2b Trucks ' Trucks for hauling asphalt mixtures shall have tight, clean, and smooth beds. Mixture shall not be allowed to adhere to the truck beds. Adherence may be prevented by spraying the truck bed with an anti -adhesive agent in accordance with Section 2360.513. Each truck shall be equipped with a cover of canvas or other suitable material to protect the mixture ' from weather. The cover shall extend at least 300 mm [1 foot] over the sides and be attached to tie -downs unless the truck is furnished with a mechanical or automated covering system, which prevents airflow underneath by stretching the cover tightly on the top of or inside the sideboards. ' The cover shall be used when directed by the Engineer. C2c Motor Graders Motor graders shall be self-propelled and have pneumatic -tires with a tread depth of 13 mm [1/2 inch] or less. They shall be equipped with a blade not less than 3 in [10 feet] in length and shall have a wheelbase of not less than 4.5 in [15 feet]. D Treatment of the Surface DI Tack Coat An asphalt tack coat shall be applied to existing asphalt and concrete surfaces, and to the surface of each course or lift constructed, except for the final course or lift, according to MnDOT 2357. Emulsified asphalt tack coats shall be allowed to break, as indicated by a color change from brown to black, before a subsequent lift is placed. The contact surfaces of all fixed structures and the edge of the in-place mixture in all courses at transverse joints and longitudinal joints shall be given a uniform but not excessive coating of liquid asphalt or emulsified asphalt before placing the adjoining mixture. E Compaction Operations After being spread, each course shall be compacted to the required density. The rollers shall, as practicable, be operated continuously so all areas are thoroughly compacted to the required density. When not operating, the rollers shall not stand on the uncompacted mixture or newly rolled pavement having a surface temperature exceeding 60°C [140°F]. Rolling with steel -wheeled rollers shall be discontinued if it produces excessive crushing or pulverizing of the aggregate or displacement of the mixture. To prevent adhesion of the mixture to the steel roller wheels, the contact surfaces of the wheels shall be kept properly moistened using water or a water solution containing small quantities of a detergent or other approved material. To secure a true surface, variations such as depressions or high areas, which may develop during rolling operations, and lean, fat or segregated areas shall be corrected by removing and replacing the material in the defective area. All such corrections shall be accomplished as directed by the Engineer at no expense to the Department. When mixtures are spread by a motor grader, pneumatic -tired rollers shall compact the mixture simultaneously with the spreading operation. F Construction Joints Joints shall be thoroughly compacted to produce a neat, tightly bonded joint that meets surface tolerances. Both transverse and longitudinal joints are subject to density requirements as outlined in Section 2360.6 Pavement Density. 65 FI Transverse Joints A transverse joint (full paver width at right angles to the centerline) shall be constructed when mixture placement operations are suspended. The forward end of the freshly laid strip shall be thoroughly compacted by rolling before the mixture has cooled. When work is resumed, the end shall be cut vertically for the full depth of the layer unless a formed edge is constructed as approved by the Engineer. F2 Longitudinal Joints Longitudinal joints between strips shall be parallel to the centerline. In multiple lift construction, the longitudinal joints between strips in each lift shall be constructed not less than 150 mm [6 inches] measured transversely from the longitudinal joints in the previously placed lift. When the wearing course is constructed in an even number of strips, one longitudinal joint shall be on the centerline of the road. When it is constructed in an odd number of strips, the centerline of one strip shall be on the centerline of the road, provided that no joint is located in the wheel path area of a traffic lane. Longitudinal joints in multiple lift construction over Portland cement concrete pavements may be aligned directly over the concrete pavement longitudinal joints at the discretion of the Engineer. At longitudinal joints formed by placing multiple strips, the adjoining surface being laid shall, after final compacting, be slightly higher (but not to exceed 3 mm [1/8 inch]) than the previously placed strip. When constructing a strip adjoining a previously placed strip or a concrete pavement, any fresh mixture that overlaps a previously placed strip or pavement shall be removed (to the longitudinal joint line) before any rolling is done. G Asphalt Mixture Production (FOB Department Trucks) For asphalt mixture production, the Contractor shall, in addition to the asphalt mixture required on the Project, produce and deliver asphalt mixture to the Department. The mixture shall be the mixture being produced and shall be loaded on Department furnished trucks at the mixing plant at a time agreed on by the Engineer and Contractor. The Engineer will notify the Contractor of the total quantity of mixture desired not less than 2 weeks prior to completion of the wearing course construction. The Engineer will not accept the asphalt mixture if it is inappropriate for the Department's intended use. H Small Quantity HMA Paving Unless otherwise indicated in the Special Provisions, the following provision for a small quantity of asphalt mixture shall apply. A Mixture Design Report is not required for planned project quantities less than 191,200 m mm (9,000 square yard inches [4,500 square yards per 2 inch thickness, etc.]) or 450 metric tons [500 tons]. However, the Contractor shall verify in writing the asphalt mixture delivered to the project meets the requirements of Table 2360.3-132a and Table 2360.3132b. The Department will obtain samples, as determined by the Engineer, to verify percent design air M. voids and gradation. These results will be used for material acceptance. Air voids will be subject to the requirements of Section 2360AL1b for isolated air voids and a gradation falling outside the requirements of Table 2360.2-E will be subject to payment as indicated in Table 2360.4-L2b. 3.05 PAVEMENT DENSITY A General All pavements will be compacted in accordance with the Maximum Density Method unless otherwise specified in the Contract special provisions or as noted in Section 2360.6C. B Maximum Density Method All courses or layers of plant mixed asphalt mixtures for which the Maximum Density Method is used shall be compacted to a density not less than the percentage shown in the Table of Required Density, Table 2360.6-B2, for the applicable mixture and course. Bl Maximum Density Determination The Density requirements listed in Table 2360.132 are percent of maximum specific gravity (G..) based on the individual lot. The Maximum specific gravity value used to calculate the percentage density for the lot shall be the average value obtained from the maximum gravity results from production tests taken during that days paving. If only one or two maximum specific gravity values were obtained that day, then the moving average value (at that test point) shall be used. If three or more maximum specific gravity values are obtained that day, then the average of those tests alone shall be used as indicated above. Bla Pavement Density Determination The density of each lot shall be expressed as a percentage of the maximum specific gravity (% G..) obtained by dividing the average bulk specific gravity for the lot by the maximum specific gravity multiplied by 100, (maximum specific gravity basis is the average G.,n of QC tests done on the day that the individual lot was paved as described above). Determination of the bulk specific gravity of the cores shall be in accordance with AASHTO T- 166, MnDOT modified. For coarse graded mixtures the Engineer may require determination of bulk specific gravity of the cores be in accordance with ASTM D1188, MnDOT modified. ASTM D6752 MnDOT modified (Corelok) is also allowed for determination of bulk specific gravity of coarse graded mixtures. Selection of the test method to determine coarse graded mixture bulk specific gravity shall be agreed upon at the time of mix design submittal. Both the Contractor and MnDOT shall use the same test method to determine bulk specific gravity. The determination of coarse and fine graded mixtures will be based on the percentage of material passing the 2.365 mm sieve [#81 as defined in Table 2360.3-132c. 67 I 1 1 1 1 I 1 I Compaction operations shall be completed within 8 hours of mixture placement and before core samples are obtained for density determination. Only pneumatic tired or static steel rollers are permitted for any compactive effort performed between 6 and 8 hours after mixture placement. Compacted mixtures represented by samples or tests having deficient densities shall not be re -rolled. The Contractor shall not operate below the specified minimum density on a continuing basis. A continual basis shall be defined as all lots in a day's production failing to meet minimum density or more than 50% of lots on multiple days which fail to meet minimum density requirements. Production shall be stopped until the source of the problem is determined and corrective action is taken to bring the work into compliance with specified minimum required density. B2 Required Density Minimum density requirements for both gyratory (SP) and Marshall designed mixtures are listed in Table 2360.6-132. Unless otherwise indicated in the Plans or Special Provisions, shoulders wider than 1.8 meters [6 feet] paved shall be compacted by the Maximum Density Method. When shoulders are required to be compacted by the Maximum Density Method and are paved in a separate operation, the lot tonnage placed on the shoulder shall be delineated in separate lots from the driving lanes for the day paving was conducted. A narrow 0.6 to 1.2 meter [2 to 4 foot] wide shoulder that is paved in the same pass as a driving lane will normally be compacted by the Ordinary Compaction Method. Mixture compacted under Ordinary Compaction is excluded from lot density requirements and that tonnage is also excluded from incentive/disincentive payment. If the Plans or Special Provisions indicate a narrow shoulder is to be compacted by the Maximum Density Method, the minimum required density is listed in Table 2360.6-132. If the minimum required density of the shoulder is different than the driving lane, the tonnage placed on the shoulder shall be delineated in separate lots from the driving lane. Echelon paving (two pavers running next to each other in adjacent lanes) shall be considered separate operations. 68 B2a Table 2360.6-132 RF0111RFll MINIMI IM DENSITY * SP Mixtures only ** If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. 1) Minimum reduced by one percent on the first lift constructed over PCC pavements. 2) Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or cold in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load restriction (roadway includes shoulders). Lots & Core Locations Table 2360.6-132a LOT DETERMINATION Daily Production SP Wear and All Metric (ton) [English Ton 270* — 545 300* — 600 MV and LV (1)(2) SP Nonwear (1)(2) SP Shoulders (1)(2) 2 Mixtures fl,001 —1,600 3 1,456 — 3,275 1,601 — 3,600 4 Designed Designed Location from <-- 100 mm [4 inch]** > 100 mm [4 inch]** at 3% at 4% surface* voids voids % Gmm 92.0 93.0 93.0 92.0 * SP Mixtures only ** If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. 1) Minimum reduced by one percent on the first lift constructed over PCC pavements. 2) Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or cold in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load restriction (roadway includes shoulders). Lots & Core Locations Table 2360.6-132a LOT DETERMINATION Daily Production Lots Metric (ton) [English Ton 270* — 545 300* — 600 1 546-910 601 —1,000 2 911 —1,455 fl,001 —1,600 3 1,456 — 3,275 1,601 — 3,600 4 33,276 — 4,54 5,601 — 5,OOOL 5 4,546+ 5,001 +1 6 *When mix production is less than 270 metric tons [300 tons], establish I" lot when accumulative tonnage exceeds 270 metric tons [300 tons]. Divide the day's production into equal lots as shown in Table 2360.6-132a. The Engineer may require additional density lots be established to isolate areas affected by equipment malfunction/breakdown, heavy rain, or other factors that may affect the normal compaction operations. Obtain three cores in each lot. Two cores will be taken from random locations selected by the Engineer. The third core, a companion core, shall be taken within 0.3 meters [I foot] longitudinally from either of the first two cores. The companion cores shall be given to the Department Street Inspector immediately upon completion of coring and sawing. The random locations will be determined by the Engineer using statistically derived stratified random number tables or other approved methods of random number generation. These will also z be used for partial lots. Both transverse and longitudinal joints are subject to maximum density requirements. If the random core location falls on an unsupported joint, at the time of compaction, (the edge of the mat being placed does not butt up against another mat, pavement surface, etc.) cut the core with the outer edge of the core barrel 0.3 meters [1 foot] away (laterally) from the edge of the top of the mat (joint). If the random core location falls on a confined joint (edge of the mat being placed butts up against another mat, pavement surface, curb and gutter, or fixed face), cut with the outer edge of the core barrel 150 mm f 12.5 mm [6 inches t 0.5 inch] from the edge of the top of the mat (ex. center of 100 mm [4 inch] core barrel 200 mm f 12.5 mm [8 t 0.5 inches] from the edge of the top of the mat). Cores will not be taken within 300 mm [1 foot] of any unsupported edge The Contractor shall be responsible for maintenance of traffic, coring, patching the core holes, and sawing the cores if necessary to the proper thickness prior to density testing. 133 Core Testing Cores will be taken and tested by the Contractor. Core locations will be determined and marked by the Engineer. The Contractor shall schedule the approximate time of testing during normal project work hours so that the Engineer may observe and record the saturated surface dry and immersed weight of the cores. Density determination will be made by the end of the next working day after placement and compaction. If multiple layers are placed in a single day, cores shall be sawn and separated for each layer, tested and reported by the end of the next working day. ' The Contractor will cut pavement samples from the completed work with power equipment, and restore the surface by the end of the next working day with new, well compacted mixture without additional compensation. Failure to restore the surface within 24 hours of coring shall subject the Contractor to a fine of $100 per working day, per lot, until the core holes are restored. Cores shall be cut using a 100 mm [4 inch] minimum outer diameter coring device. All samples shall be marked with the lot number and core number or letter. The cores shall be ' transported to the laboratory as soon as possible to prevent damage due to improper handling or exposure to heat. These companion cores may be tested by the Inspector on Department scales or transported to the Department's Field Laboratory or District Materials Laboratory. ' Measure each core three times for thickness prior to saw cutting, report the average lift thickness on the core sheet. The average thickness will contribute to thickness ' compliance as described in Section 2360.7A If the Department companion core test result for bulk specific gravity (Gmb) deviates beyond the allowable tolerance of 0.030, substitute Department companion result for Contractor's core result and then average the Department result with the non -companion result for the lot density acceptance. If, through analysis of data, it is determined there is a bias in the ' test results, the Engineer will determine which results are appropriate and shall govern. If the Gmb tolerance fails in more than 2 lots in a day of either consistently high or low differences between the companion cores then an investigation to determine the source of i errors shall be conducted. Companion cores samples shall be increased to two per lot and tested until investigation is complete and tolerances are met. The Engineer may allow recoring of a sample only when the core has been damaged through no fault of the Contractor, either during the coring process or in transit to the laboratory. B5 Maximum Density Acceptance and Payment Schedule The density of compacted mixture shall be accepted by pavement cores on a lot basis. The Contractor's cores will be used for acceptance if the determined bulk specific gravity Gmb from AASHTO T-166, MnDOT modified or ASTM D1188 is within + 0.030 of the state companion Gmb value. Payment for lot densities of compacted mixture shall be determined from Table 2360.6-134 or 2360.6-134A. Incentive and disincentive payments are for both wearing and non -wearing courses. When the first lift density requirement has been reduced by one percent, per Table 2360.6-132, footnote I & 2, payment adjustments for lot densities will be made as specified in Table 2360.6-134A. Incentive payments are excluded when the minimum density has been reduced. However, at the Contractors request and with approval of the Engineer, the reduced density requirement may be waived and density evaluated under Table 2360.6-B4, including incentives, for first lift constructed on aggregate base, reclaimed or cold in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load restriction. The request and approval shall be made after the first days paving and before the third days paving begins. Once the request has been approved, evaluation of density will be in accordance with Table 2360.6-132 (excluding footnote 2) and Table 2360.6-134, and will remain in effect for the duration of mixture placement on that lift. The Contractor will also be responsible for compliance with any construction requirements on subsequent lifts. 71 I I I 1 I [1 I Table 2360.6-134 PAYMFNT SCHFDI LF. FOR MAXIMUM DENSITY Percent of Max Specific Gravity ) SP Wear (<_100 mm [4 inches] from Surface) All MV & LV, SP Shld 4% Void Percent of Max Specific Gravity (Z) SP Non -Wear (>100 mm [4 inches] from Surface) SP Shoulders (3% Void) Percent Payment 93.6 and above 94.6 and above 104 93.1 -93.5 94.1 -94.5 102 92.0-93.0 93.0-94.0 100 91.0-91.9 92.0-92.9 98 90.5-90.9 91.5-91.9 95 90.0-90.4 91.0-91.4 91 89.5-89.9 90.5-90.9 85 89.0-89.4 90.0-90.4 70 Less than 89.0(4) Less than 90.0 Table 2360.6-B4A(') 1 % REDUCED TABLE Percent of Max Specific Gravity SP Wear (<_I00 mm [4 inches] from Surface) All MV & LV, SP Shld 4% Void Percent of Max Specific Gravity (2) SP Non -Wear (>100 mm [4 inches] from Surface) SP Shoulders (3% Void Percent Payment 91.0 and above 92.0 and above 100 90.0-90.9 91.0-91.9 98 89.7-89.9 90.5-90.9 95 89.4-89.6 90.0-90.4 91 89.2-89.3 89.5-89.9 85 89.0-89.1 89.0-89.4 70 Less than 89.0 ) Less than 89.0 ' (1) Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or cold in-place recycled base courses and ' first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load restriction (roadway includes shoulders). Minimum reduced by one percent on the first lift constructed on PCC pavements. ' (2) In calculating the percent of maximum specific gravity, report to the nearest tenth. (3) The payment in this portion of the specification shall only apply if the individual production air voids, as determined from a mixture production test (2360.4E) that represents the tonnage placed at that specific core location, are within - 0.5 percent of the target value. (4) The HMA material represented by the lot shall be paid at a 70% pay factor, unless ' a single core density is less than 87.0% of the maximum specific gravity (Gmm)• If a single core density is less than 87.0% of Gmm, the material shall be removed and replaced by the Contractor at their expense with mixture that meets the ' density requirements; or the Engineer may permit the unacceptable material to 72 remain in place with a 50% pay factor. The limits of the area to be removed will be determined by additional core samples. These additional core samples shall be taken at the same offset from centerline as the original core; unless the original low density core was taken within 0.45 in [1.5 feet] of an edge of the paver pass. In that case, the additional cores shall be taken 0.45 in [1.5 feet] from the edge of the paver pass. The densities shall be determined at 15 m [50 foot] intervals, both ahead and back of the point of unacceptable core density (less than 87.0% of G..), until a point of acceptable core density (87.0% of Gm,„ or greater) is found. If the incremental core density testing extends into a previously accepted lot, removal of the unacceptable material will be required; however, the results of these tests shall not be used to recalculate the previously accepted lot density. All costs incurred from additional coring and testing, resulting from unacceptable core density, will be paid by the Contractor. The unacceptable pavement area is to be computed as the product of the longitudinal limits so determined by the 15 in [50 foot] cores and the full width of the paver pass, laying in the traffic lane or lanes. Shoulders shall be exempt from this calculation unless density failure occurred in the shoulder area. After the unacceptable material (core density less than 87.0% of G..) has been removed and replaced, the density of the replacement material will be determined by the average of two cores. Payment for the replacement material will be in accordance with Tables 2360.6-134 or 2360.6-134a, whichever applies. There will be no payment for the material removed. The remainder of the original lot shall have a 70% pay factor. C Ordinary Compaction Method Ordinary compaction shall be used for layers identified in the typical sections with a minimum planned thickness of less than 40 mm [1.5 inches], thin lift leveling, wedging layers, patching layers, driveways, areas which cannot be compacted with standard highway construction equipment. This compaction method shall not be used on mainline, ramp, or loop paving, unless otherwise designated. A control strip shall be used to establish a rolling pattern. This shall be used by the Contractor for the compaction of the asphalt mixture for the layer on which the control strip is constructed, or until a new control strip is constructed. The control strip requirement may be waived by the Engineer in small localized areas or other areas not conducive to its establishment. A control strip shall be constructed at the beginning of the work on each lift of each course. Each control strip shall have an area of at least 330 m2 [395 square yards] and shall be of the same thickness as the lift it represents. The subgrade or pavement course upon which a control strip is to be constructed shall have the prior approval of the Engineer. The control strips shall remain in place and become part of the completed work. The materials used in the construction of the control strips shall conform to the specified requirements for the course. The materials used in the control strip shall be from the 73 d 1 same source and of the same type as the materials used in the remainder of the course that the 1 control strip represents. The equipment used in the construction of the control strips shall be approved by 1 the Engineer and shall be the same type and mass used on the remainder of the pavement course represented by the control strip. A minimum of two rollers shall be required. A rolling pattern shall be established for each roller. A pneumatic -tired roller shall be available for compaction 1 operations within 24 hours after request by the Engineer. The final rolling shall be performed with a tandem steel -wheeled roller. Areas that are inaccessible to the conventional type rolling equipment shall be compacted to the required density by using trench rollers or mechanical 1 tampers. Construction of the control strips will be as directed by the Engineer. 1 Compaction shall commence as soon as possible after the mixture has been spread to the desired thickness and shall continue until no appreciable increase in density can be obtained by additional roller's coverages. Densities will be determined by means of a portable nuclear 1 testing device or suitable approved alternate. The Contractor shall furnish documentation of the growth curve to the Engineer. 1 To determine when no appreciable increase in density can be obtained, two test points shall be established in the control strip on a random basis and the density at each point shall be measured by a portable nuclear device or suitable approved alternate after each roller 1 pass. Rolling shall be suspended when testing shows either a decline of more than 2% of the maximum specific gravity or when additional roller passes fail to increase the density. After said testing is accomplished, rolling on the remainder of that course shall be done in accordance with the pattern developed in the test strip for that roller. A separate rolling pattern and time interval shall be established for each roller. A new control strip shall be ordered by the Engineer when: (a) A change in the JMF is made, or (b) A change in the source of material is made or a change in the material from the same source is observed. A new control strip may be ordered by the Engineer or requested by the Contractor when: (a) Ten days of production have been accepted without construction of a new control strip, or (b) There are other reasons to believe that a control strip density is not representative of the HMA mixture being placed. The nuclear testing device shall be furnished and operated by the Contractor. The furnishing of the testing device and the operator will be considered incidental to the furnishing 74 and placement of the HMA mixture and shall not be compensated for separately. The device shall be calibrated according to procedures described in the MnDOT Bituminous Manual. Each course shall be uniformly compacted until there is no further evidence of consolidation and all roller marks are eliminated. When this method is employed, and the quantity of mixture placed by the paver exceeds 100 metric tons [110 tons] per hour, at least two rollers are required for compacting the mixture placed by each paver. C1 Rollers The following requirements for rollers apply only when compaction is obtained by the ordinary compaction method. C2 Steel -Wheeled Rollers Steel -wheeled rollers shall be self-propelled and has a minimum total mass of 7.3 metric tons [8 tons], or as otherwise specified in the Contract. When vibratory rollers are used, they shall produce 45 kN per meter [3,085 IV per foot] of width. The frequency should be at least 2400 vpm and amplitude setting low. The roller shall be capable of reversing without backlash and shall be equipped with spray attachments for moistening all rollers on both sets of wheels. C3 Pneumatic -Tired Rollers The pneumatic -tired roller shall have a compacting width of 1.5 in [5 feet] or more. It shall be so constructed that the gross wheel load force shall be a minimum of 13 kN [3,000 pounds] per wheel for LV and MV mixtures and SP Level 2-3 mixtures and 22 kN [5,000 pounds] per wheel for SP Level 4-6 mixtures and can be varied as directed by the Engineer. The tire arrangement shall be such that full compaction will be obtained over the full width with each pass of the roller. The roller may be self propelled or provided with suitable tractive equipment, unless otherwise specified in the Contract. If more than one roller is propelled by a single tractive unit, then that combination will be counted as a single roller unit. C4 Trench Rollers Trench rollers shall be self propelled and have a mass of not less than 4,400 kg per meter [2,960 pounds per foot] of width. 75 I 1 1 1 [1 C5 Mixture Temperature Controls If compaction is obtained by the ordinary compaction method, the minimum laydown temperature in all courses (as measured behind the paver or spreading machine) of the asphalt mixture shall be in accordance with the temperature requirements of Table 2360.6-05. Unless directed by the Engineer in writing, no paving is allowed under the Ordinary Compaction Method when the air temperature is below 0°C [32°F]. Table 2360.6-05 MIXTI IRF. TF.MPERATURE CONTROL Air Temperature Compacted Mat Thickness, mm (A) °C [OF] 25 mm 1 inch 40 mm 1-112 inch 50 mm 2 inch >75 mm 3 inch +0-5 32-40 1291a' [2651 124 [2551 121 250 + 6-10 [41-501 1301131[2701 127 r2601 121 r2501 118 245 + 11-15 51-60 1271n) [2601 124 [2551 118 [2451 115 240 + 16-21 61-70 121/13 250 118 [2451 115 240 113 235 + 22-27 71-80 118 [2451 115 [2401 113 [2351 113 235 + 28-32 81-90 113 [2351 110 [2301 110 [2301 110 230 +33 [91+1 110 [2301 110 [2301 110 [2301 1 107 225 (A) Based on approved or specified compacted lift thickness. (B) A minimum of one pneumatic -tire roller shall be used for intermediate rolling unless otherwise directed by the Engineer. The Engineer may specify or modify in writing (with concurrence from the Department Bituminous Engineer) a minimum laydown temperature. C6 City of Chanhassen Compaction Test Method For the specified density method of compaction, each lift shall be uniformly compacted to a density not less than 95 percent of the Marshall Density. The Marshall Density test shall be according to the procedure described in the MnDOT Bituminous Manual. Compaction testing will be performed for the owner by an independent testing laboratory approved by the engineer as identified below. The cost of all tests will be paid by the contractor. 1 2. [1 One (1) sample for a Marshal Density test per 200 tons of mix installed or a minimum of two (2) samples per job. In place density tests performed by one of the following procedures: (a) A minimum of one (1) core sample for in place density tests per 200 tons of mix installed or a minimum of four (4) cores per job. 76 No cores are to be taken in the wheel tracks. (b) Four (4) density tests taken with a portable nuclear testing device at randomly selected locations per 200 tons of mix installed. A minimum of six (6) tests per job. The mixture with failing density will not be accepted for payment at the Contract bid price, but, in I ieu of being removed and replaced, will be accepted at a reduced price in accordance with Table 2331-5. The appropriate pay factor will be applied to the quantity of mixture represented by the failing density test. One retest of each failing test will be permitted and the higher of the two densities will be used in determining the pay factor. All re -testing shall be done within 3 working days after placement of the bituminous mixture. The Contractor will be responsible for the costs of all re -testing. 3.06 THICKNESS AND SURFACE SMOOTHNESS REQUIREMENTS A Thickness After compaction the thickness of each course shall be within a tolerance of 6 mm [1/4 inch] of the thickness shown in the Plans, except that, if automatic grade controls are used, this thickness requirement will not apply to the first course placed. This thickness requirement will not apply to a leveling course whether or not automatic grade controls are required. Any part of any course that is constructed to less than the minimum required thickness may be removed and replaced at the discretion of the Engineer. On that portion of any course constructed to more than the maximum permissible thickness, the materials used in the excess mixture above that required to construct that portion of the course to the Plan thickness plus 6 mm [1/4 inch] will be excluded from the pay quantities and may require removal and replacement at the discretion of the Engineer. Cores taken for density determination shall be measured for thickness also. Each core shall be measured 3 times for thickness prior to sawing. Report the average of these three measurements. Each lot's average core thickness shall be documented and submitted to the Engineer. If the average of the two Contractor cores exceed the specified tolerance, an additional two cores may be taken in the lot in question. The average of all core thickness measurements per course will be used to determine compliance with thickness specifications. B Surface Requirements After compaction, the finished surface of each course shall be reasonably free of segregated, open and tom sections, and shall be smooth and true to the grade and cross section shown on the Plans with the following tolerances: (1) Where a leveling course is specified, it shall be constructed to within a tolerance of 15 mm [1/2 inch] of the elevations and grades established by the Engineer. This requirement shall also apply to the first course placed other than leveling when automatic controls are used. 77 I [] (2) The surface of the Non -wear course and wearing course shall show no variation greater than 3 mm [1/8 inch] from the edge of a 3 in [10 foot] straightedge laid parallel to or at right angles to the centerline. Shoulder surfacing and surfacing t (7) The finished surface of each course shall be reasonably free of segregated and on temporary connections and bypasses shall show no variations greater than open and torn sections. t 6 mm [1/4 inch] from the edge of a 3 in [10 foot] straightedge laid parallel to the replaced after being cut or sawed at no expense to the Department or with the approval of the centerline. Engineer, allowed to remain in-place at a reduced cost calculated at $12 per square meter [$10 per square yard]. (3) After final compaction, all asphalt wearing course surfaces adjacent to concrete pavements shall be slightly higher (but not to exceed 6 mm [1/4 inch] than the 1 concrete surface. 78 After final compaction, all asphalt surfaces adjacent to gutters, manholes, ' pavement headers, or other fixed structures shall be slightly higher (but not to exceed 6 mm [1/4 inch] than the surface of the structure. ' (4) Transverse joints (construction joints), at the beginning and end of a project, at paving exceptions, or caused by suspension of daily paving operations, shall show no variation greater than 6 mm [1/4 inch] from the edge of a 3 in [10 foot] ' straightedge centered longitudinally across the transverse joint. The Engineer may require correction by diamond grinding when material is placed outside the above-described limitations. ' (5) The transverse slope of the surface of each course, exclusive of the shoulder wearing course, shall not vary from the slope shown in the Plans by more than 0.4 ' percent. (6) The distance between the edge of each course and the established centerline shall ' be no less than the Plan distance nor more than 75 mm [3 inches] greater than the Plan distance. In addition, the edge alignment of the wearing course on tangent sections and on curve sections of 3 degrees or less shall not deviate from the ' established alignment by more than 25 mm [1 inch] in any 7.5 in [25 foot] section. t (7) The finished surface of each course shall be reasonably free of segregated and open and torn sections. t Any material placed outside the above described limitations shall be removed and replaced after being cut or sawed at no expense to the Department or with the approval of the Engineer, allowed to remain in-place at a reduced cost calculated at $12 per square meter [$10 per square yard]. C Pavement Smoothness ' C1 General 1 78 Pavement smoothness will be evaluated on the final mainline pavement surface. Projects will be evaluated utilizing a 5 mm [0.2 inch] blanking band. Unless otherwise authorized by the Engineer, all smoothness testing shall be performed in the presence of the Engineer. The Engineer and the Contractor shall mutually agree upon scheduling of smoothness testing so that testing can be observed. Any testing performed without the Engineer's presence, unless otherwise authorized, may be ordered retested at the Contractors expense. The following table shows pavement surfaces, which are excluded from profilograph testing, but subject to Section 2360.713 surface requirements. Table 2360.7-C1 PROFILOGRAPH TESTING EXCLUSIONS Pavement Surfaces Excluded From Profilo ra h Testing Ramps, Loops, Climbing Lanes Side Streets, Side Connections Turn Lanes, Storage Lanes, Crossovers, Bypass Lanes Shoulders Acceleration, Deceleration Lanes Intersections constructed under traffic — Begin and end the exclusion 30.5 in [100 feet] from the intersection radius Sections less than 15.24 in 50 feet in length Projects less than 300 m 1000 feet in length Mainline paving where the normally posted regulatory speed is less than or equal to 70 km/hr 45 miles per hour -- Begin the exclusion at the sign -Single lift overlays over concrete. Horizontal Curves with a radius less than 289.6 in [950 feet]. Horizontal Curves with a degree of curvature greater than or equal to 6°. Vertical Curves — Absolute value of grade change is 2 % or more and curve length is 91.4 in [300 feet] or less. Vertical Curves — Absolute value of grade change is 3 % or more and curve length is 121.9 m [400 feet] or less. Vertical Curves — Absolute value of grade change is 4 % or more and curve length is 182.8 m [600 feet] or less. Vertical Curves — Absolute value of grade change is 8 % or more and curve length is 213.4 in [700 feet] or less. Note: Begin and end the exclusion at the PC (PVC) and PT PVT respectively C1 A Smoothness Requirements Pavement smoothness requirements will be evaluated by Table 2360.7-C6A, 2360.7-C6B, or 2360.7-C6C. The pavement smoothness table will be identified in the Special Provisions of the proposal. C2 Measurement Smoothness will be measured with a 7.62 in [25 foot] California type profilograph or an Inertial Profiler (IP), which produces a profilogram (profile trace of the 79 I I 11 I [1 I 1 11 I surface tested). Either type of device must be certified according to the procedure on file in the Bituminous Office. One pass will be made in each lane, 2.74 in [9 feet] from centerline. The profilograph or IP shall be in the direction the traffic will be moving. Each lane will be tested and evaluated separately. The Engineer will determine the length in kilometers [miles] for each mainline traffic lane. The profilograph will be operated at a speed no greater than a normal walk, no greater than 6 km/hr [4 miles per hour]. Motive power may be provided manually or by the use of a propulsion unit approved by the Engineer. The IP will be operated at the optimum speed as defined by the manufacturer. C3 Profilograph Testing The Contractor will furnish a properly calibrated, documented, and certified 7.62 in [25 foot] California type profilograph or IP. The profilograph or IP shall be equipped with automatic data reduction capabilities unless otherwise authorized by the Engineer. Certification documentation shall be provided to the Engineer on the first day the profilograph or IP is used on the project. User selected profilograph or IP settings are on file in the Bituminous Office. The Contractor will furnish a competent operator, trained in the operation and evaluation of the 7.62 in [25 foot] California profilograph or IP. All objects and foreign material on the pavement surface will be removed by the Contractor prior to testing. The pavement surface will be divided into sections which represent continuous placement. A section will terminate 7.62 in [25 feet] before a bridge approach panel, bridge surface, manhole or similar interruption. A day's work joint will be included in the trace with no special consideration. A section will be separated into segments of 0.1 km [0.1 mile]. A segment will be in only one traffic lane. A profilogram will be made for each segment of 15.24 m [50 feet] or more. The profilogram will include the 7.62 in [25 foot] at the ends of the section only when the Contractor is responsible for the adjoining surface. End of run areas not included in the profilograph trace and any sections of pavement less than 15.24 in [50 feet] in length shall be checked longitudinally with a 3.028 in [10 foot] straight edge and the surface shall not deviate from a straight line by more than 3 mm in 3.028 m [1/8 inch in 10 feet]. The profile trace and index for each segment of pavement must be furnished to the Engineer within 48 hours after each days run. Identification of all bumps and dips, with signature of the Operator shall be included with the submitted trace. The Contractor will submit a final evaluation generated from approved software, to the Engineer within five days after all mainline pavement placement. Software is available from the MnDOT Bituminous Office at www.mrr.dot.state.mn.us/pavement/bituminous/bituminous.asp. The evaluation submitted shall be in tabular form, with each 0.1 km [0.1 mile] segment occupying a row. Each row shall include the beginning and ending station for the segment, the length of the segment, the profile index for the segment, the profile index incentive/disincentive in dollars for the segment, and the 80 deductions for bumps in dollars for the segment. Each continuous run will occupy a separate table and each table will have a header that includes the following: the project number, the roadway number or designation, the specified ride table, a lane designation, the mix type of the final lift, the PG binder of the final lift, the date of the profilograph run, and the beginning and ending station of the continuous run. Each table will have a summary at the bottom that includes the following: a subtotal for the profile index incentive/disincentive, a subtotal for the bump deductions, and a total for incentive/disincentive for both profile index and bumps. The Contractor will be responsible for all traffic control associated with the smoothness testing. Any portion of the project may be retested if the Engineer determines that the Contractor's test results are in question. If results are found to be inaccurate, the Contractor will be charged at a rate of $155.34 per lane km [$250 per lane mile] that is retested, with a minimum charge of $500.00. If the results are found to be accurate, the Department will be paying the Contractor at a rate of $155.34 per lane km [$250 per lane mile] that is retested, with a minimum charge of $500.00. C4 Profile Index The profilograph or IP shall be equipped with automatic data reduction capabilities for determining the profile index (PI) unless otherwise authorized by the Engineer. If manual reduction is allowed, the profilograph trace will be evaluated by the Contractor for the profile index (PI) in accordance with California Method 526 on file with the Department Bituminous Engineer. The original trace shall be provided to the Engineer A profile index shall be calculated for each segment. If an IP is used the corresponding International Roughness Index (IRI) for each segment shall be submitted to the Bituminous Office. The index will be determined by summing the vertical deviations outside either a 5 mm [0.2 inch] blanking band or outside a zero blanking band depending on the number of lifts in the construction. The units of this index are mm per km [inch per mile]. When there is a segment of 76.2 m [250 feet] or less in length, the profilograph or IP measurements for that segment shall be added to and included in the evaluation of the adjacent section to that segment. Bumps and dips equal to or exceeding 10.2 mm in a 7.62 in [0.4 inch in a 25 foot] span shall be identified separately. When the profile trace shows a successive, uninterrupted bump, dip; or dip, bump combination (up to a maximum of 3 alternating trace deviations that relate to one bump or dip on the roadway), identify and evaluate these occurrences as one event. C5 Surface Correction All areas represented by deviations of 28 mm [1.1 inch] or more, as measured by the 7.62 in [25 foot] profilograph, will be corrected by the Contractor. 81 1 The Contractor may elect to correct pavement segments having no more than two events or two individual bumps or dips with a vertical deviation of 10.2 to 25 mm [0.4 to 1.0 inch] in a 7.62 in [25 foot] span. Correction of segments with more than two events or two individual bumps or dips, as defined above, will be allowed only when approved by the ' Engineer. The Contractor will be assessed a penalty for dips or bumps of 10.2 to 25 mm [0.4 to 1.0 inch] that are not corrected. Bumps and dips not corrected will also be included in the evaluation for the segment smoothness. Corrected dips or bumps will be considered satisfactory ' when the profilogram shows the dips or bumps are less than 10.2 mm in a 7.62 m [0.4 inch in a 25 foot] span. ' Bump, dip, and smoothness correction work shall be for the entire traffic lane width. Pavement cross slope shall be maintained through corrective areas. ' All corrective work shall be made by diamond grinding or approved equivalent, overlaying the area, by replacing the area or by inlaying. Corrective methods shall be subject to the approval of the Engineer. The Contractor shall notify the Engineer prior to commencement of the corrective action. If the surface is corrected by overlay, inlay or replacement, the surface correction shall begin and end with a transverse saw cut. t If the smoothness evaluation indicates that corrective work is necessary for more than 50% of a segment, surface correction will be limited to mill and inlay (40 mm [1.5 inch] min). ' All corrective work shall be subject to the approval of the Engineer. After all required correction work is completed, a final profile index shall be determined. Corrective ' work and re-evaluation will be at the Contractor's expense. C6 Payment ' The cost of certified smoothness testing and associated traffic control will be incidental to the cost of the Wear Course Mixture. ' The Contractor may receive an incentive payment or be assessed a penalty based on the number of segments and the initial profile index. The total ride incentive shall not exceed ' 10% of the total mix price for pavement smoothness evaluated under Table 2360.7-C6A, 5% of the total mix price for pavement smoothness evaluated under Table 2360.7-C6B, or 5% of the total mix price for pavement smoothness evaluated under Table 2360.7-C6C. The maximum ' allowable net incentive (total incentive minus disincentive) payment shall be calculated by multiplying the total tons paved by the mixture price by the appropriate incentive cap. Pay adjustments for incentives will only be based on the initial Profile Index before any corrective ' work has been performed. Pavement that contains corrective action for profile or bumps is not eligible for incentive pay. These payments or assessments will be based on the following schedules. ' The Contractor will not receive a net incentive payment for ride if more than 25% of all density lots for the project fail to meet minimum density requirements. 1 82 11 11 For each traffic lane, a penalty will be assessed for each bump or dip of 10.2 to 25 mm [0.4 to 1.0 inch] that is not corrected. Penalties, based on the table the profile index is evaluated under, are as follows: Table 2360.7-C6A: $900 Table 2360.7-C6B: $675 Table 2360.7-C6C: $450 Bumps or dips resulting from a construction joint will be assessed a $900 penalty, regardless of the table used for evaluation of pavement smoothness. The Engineer may, at his/her discretion, assess a penalty in lieu of requiring the Contractor to take corrective action when the profile index for a segment indicates corrective action is necessary. Penalties, based on the table the profile index is evaluated under, are as follows: Table 2360.7-C6A: $560 per 0.1 km [$900 per 0.1 mile] Table 2360.7-C6B: $420 per 0.1 km [$675 per 0.1 mile] Table 2360.7-C6C: $280 per 0.1 km [$450 per 0.1 mile] Table 2360.7-C6A * TNTTIAT PRr1F11 F INF)PY FOR ';MM 10? INCHI RT.ANKING RAND mm per km per 0.1 km segment [Inches per mile] [per 0.1 mile segment] Dollars per Segment Metric Dollars per Segment En lish 0- 13.4 0.0 - 0.81 210 335 13.5 -25.3 0.9 - 1.61 145 225 25.4-38.7 1.7 - 2.41 80 115 38.8-78.9 2.5-5.0 0 101 79.0-92.3 5.1 - 5.8 (80) (115 92.4- 105.7 5.9 - 6. (145 (225) 105.8 - 118.3 6.8 - 7.5]::(21 0) (335) Over 118.3 Over 7.51 1 Corrective Action Corrective Action * Typically, 3 -lift minimum construction 83 Table 2360.7-C6B* INITIAL PROFILE. INFIF.X FOR 5MM 102 INCH] BLANKING BAND mm per km per 0.1 km segment [Inches per mile] [per 0.1 mile segment] Dollars per Segment Metric Dollars per Segment En lish 0-15.8 f0.0-1.0 145 225 15.9-31.6 1.1 -2.0 100 150 31.7 - 47.3 2.1 - 3.01 55 75 47.4-110.5 3.1-7.0 0 101 110.6 - 126.3 f7.1 - 8.0 55 75 126.4 - 142.0 8.1 - 9.0 100 150 142.1 - 157.8 9.1- 10.0 (145) [(225 Over 157.8 rOver 10.01 Corrective Action Corrective Action * Typically, 2 -lift construction Table 2360.7-C6C INITIAL. PROFILE INDEX FOR 5MM 10.2 INCHI BLANKING BAND mm per km per 0.1 km segment [Inches per mile] [per 0.1 mile segment] Dollars per Segment Metric Dollars per Segment En lish 0-31.6 0.0-2.0 95 150 31.7-47.4 2.1 - 3.01 65 100 47.5-79.0 3.1 - 5.01 35 50 79.1-158.0 5.1 - 10.01 0 101 158.1 - 189.6 10.1 -12.0 (35) (50 189.7 - 221.2 12.1-14.0 65 100 221.3 - 252.8 14.1-16.0 95 150 Over (252.8) [Over 16.0] Corrective Action Corrective Action * Typically, single lift construction 3.07 METHOD OF MEASUREMENT A Asphalt Mixture Asphalt mixture of each type will be measured separately by mass, based on the total quantity of material hauled from the mixing plant, with no deductions being made for the asphalt materials. B Blank C Asphalt Mixtures Measured by the Square Meter [Square Yard] per Specified (mm [inch]) and for Mixtures Measured by the [Square Yard inch] 84 Asphalt mixture of each type and for each specific lift will be measured separately by area and by thickness on the basis of actual final dimensions placed. The constructed thickness shall meet tolerances set forth in Sections 2360.7A. Table 2331-5 PAY FACTORS FOR SPECIFIED DENSITY Field Density (% of Marshall Density) 95.0 of higher .................................................. 94.0 to 94.9 ..................................................... 93.0 to 93.9 ..................................................... 92.0 to 92.9 ..................................................... 91.0 to 91.9 . ................. :.......... ....... ................. 90.0 to 90.9 ..................................................... Lessthan 90.0 ....................................................... 3.08 BITUMINOUS PATCHING Pay Factor (% of Contract Price) ............................100% ................................................. 99% .............................................. 97.5% ..................... 95% .................. 92.5% .................. 87.5% ............... Remove and Replace Over any areas that need to be corrected (settlements, bird baths, etc.) one of the following methods as required by the Engineer should be used for patching: (a) Wedge cut one inch (I") into the existing pavement around the outer limits of the area that ' needs to be patched, tack and fill with approved bituminous material. (b) Tack area to be patched then skin patch with approved bituminous material and apply a seal coat over patched areas. Seal coat should be "pea rock" or trap rock and applied as per ' Section 3.09 Bituminous Seal Coat. (c) Bituminous materials to be used in patch areas shall be in accordance with Section 2350 of , the current Minnesota Department of Transportation Standard Specification unless otherwise directed by the engineer. ' (d) Straight line cut (mill/colter wheel or saw cut) and remove. Tack edges to be patched and fill with approved bituminous material. ' Patching shall be done in such a manner to produce a smooth driving surface of which the patch or patch edge shall not deviate from surrounding pavement. Milling of patches will be required when ' any deviation occurs In areas where, in a 100 -foot length of street, measured from any area in need of repair or in either direction and three or more patches/settlements are evident, a one and one-half inch bituminous ' overlay shall be constructed over the entire length and width of the affected street section. I 85 I In areas where trench settlements (of any kind) have occurred, corrections may be performed by ' either the above -listed methods, or if, in the opinion of the Engineer, the existing bituminous is in satisfactory condition, it may be repaired by a bituminous leveling course. Prior to any overlays deemed necessary, a minimum four -foot wide edge mill along the gutter line shall be completed and any settlements shall be filled with bituminous material, leveled out, and thoroughly compacted. 1 3.09 BITUMINOUS TACK COAT ' The bituminous material for tack coat shall be applied in accordance with Section 2357 of the current Minnesota Department of Transportation Standard Specification. The rate of application shall he 0.05 gallons per square yard of surface or as approved by the engineer. Tack coat shall be applied in a manner that will allow traffic movement on at least one side of the street at all times without pick up or tracking of tack coat material. tAt no time will the application of tack coat be applied by means other than a motor powered distributor meeting the requirements of MnDOT Section 2321.3C 1. 3.10 MILL PAVEMENT SURFACE ' 3.10.1 DESCRIPTION (2232.1) I [1 I LJ I This work shall consist of improving the profile, cross slope, and surface texture of an existing pavement surface by machine (cold) milling preparatory to placement of another course thereon. 86 CONSTRUCTION REQUIREMENTS A Equipment Pavement milling shall be accomplished with a power operated, self-propelled cold milling machine capable of removing concrete and bituminous surface material as necessary to produce the required profile, cross slope, and surface texture uniformly across the pavement surface. The machine shall also be equipped with means to control dust and other particulate matter created by the cutting action. The machine shall be equipped to accurately and automatically establish profile grades along each edge of the machine, within plus or minus 1/8 inch (3 mm), by referencing from the existing pavement by means of a ski or matching shoe, or from an independent grade control. The machine shall be controlled by an automatic system for controlling grade, elevation, and cross slope at a given rate. B Operations The pavement surface shall be milled to the depth, width, grade, and cross slope as shown in the Plans or as otherwise directed by the Engineer. Machine speeds shall be varied to produce the desired surface texture grid pattern. Milling shall be performed without excessive tearing or gouging of the underlying material. The pavement milling operations shall be referenced from an independent grade control in those areas where the Engineer considers such control is essential. The control shall be established and maintained by the Contractor in a manner and in such position as the Engineer approves. Milling operations shall be conducted so that the entire pavement width is milled to a flush surface at the end of each work period, whenever the pavement is open to traffic. In case of uncompleted operations resulting in a vertical or near vertical longitudinal cutting face, it shall be the Contractor's responsibility to minimize the hazardous effects to traffic by resloping the longitudinal face to provide a suitable taper, by constructing a temporary bituminous taper, or by otherwise providing the necessary protective measures, as approved by the Engineer. Transverse cutting faces shall be tapered at the end of each working period where traffic is permitted. To further provide for traffic, the Contractor shall also construct temporary bituminous tapers at intersecting streets, around utility appurtenances, and at all appropriate entrances during the milling operations, as ordered by the Engineer. The Contractor shall construct the temporary milled tapers and furnish, place, and remove temporary bituminous tapers as incidental work for which no direct compensation will be made. In areas inaccessible to the milling machine, the work shall be accomplished by other equipment or methods acceptable to the Engineer. 87 I I After the milling operations are completed to the planned depth, the milled area shall be cleaned by sweeping or vacuuming with equipment approved by the Engineer. Such cleaning shall be performed to the satisfaction of the Engineer. Debris resulting from milling and cleaning operations shall be disposed of outside of the Right of Way except as otherwise authorized by the Engineer. Milling at previously patched areas shall be performed to the required depth below the pavement surface existing prior to the previous patch being placed, and not from the surface of the patch. The contractor shall take care to avoid disturbing or damaging any existing drainage or utility structures on the Project. Any damage resulting from the Contractor's operations shall be repaired by the Contractor at no expense to the City. 3.10.2 METHOD OF MEASUREMENT (2232.4) ' Pavement milling will be measured by the area of each type of surface removed. Measurements will be of those areas milled as specified, based on actual finished dimensions of the work. ' 3.10.3 BASIS OF PAYMENT (2232.5) Payment of pavement milling at the appropriate Contract price per unit of measure will be ' compensation in full for all costs of performing the work as specified, including, but not limited to, traffic control, cleanup, and disposal operations. IPayment for pavement milling will be made on the basis of the following schedule: 1 1 I I 1 Item No. Item Unit 2232.501 Mill Bituminous Surface square yard (square meter) 3.11 BITUMINOUS OVERLAY This work shall consist of constructing a pavement overlay course of hot plant mixed bituminous aggregate mixture on a prior approved prepared surface. It shall be constructed in a manner that when complete, all low or high areas of the overlay surface have been adequately tolerated to provide a smooth profile, cross slope and exhibit satisfactory ride ability. Overlays for all streets shall consist of a minimum of two inches in compacted depth and meet all construction and material specifications as stated in Section 3.00. Material for overlays shall be MnDOT 2350 MVWE35035E. 88 1 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 SUBSURFACE DRAINTILE (2502) See Section 2.21 of Sanitary and Storm Sewer Specifications. 4.02 UTILITIES (2504) A. Unless specified otherwise, this work shall be entirely at the contractor's expense. There shall be an inspection of the sanitary sewer, storm sewer and water main utilities prior to the start of construction. The contractor shall notify the Engineer 24 hours in advance to aid in accomplishing this inspection. All deficiencies in these existing systems prior to beginning street construction must be immediately brought to the attention of the Engineer. 2. After the manholes and valve boxes are cleaned, and raised to proper grade prior to paving the wear course, they shall be inspected to assure trouble free operation. The contractor shall be responsible for locating all curb boxes within the limits of the project. The City has location ties to the curb boxes. The contractor shall notify the Engineer at least 24 hours in advance of this location work so that a representative of the Engineer can be present at all times while this work is being done and to aid in the accomplishment of this work. This work shall be done prior to start of construction. Prior to completion of the project, the curb boxes shall be adjusted to be flush with final grade. A final inspection of all utilities will be performed at the completion of the project for acceptance. Adjustments shall be made as follows: Sanitary Sewer. All sanitary sewer manhole castings shall be left in place during the paving operation. The castings shall be adjusted before the mat is laid and shall be left one-quarter to one-half inch (1/4 — 1/2") below finished grade. Where the Engineer requires or where it is impossible to adjust the structure with the addition or removal of adjustment rings, reconstruction will be necessary. In such cases, it will be necessary to add or remove manhole sections. 2. Storm Sewer. Existing storm sewer castings shall be adjusted where necessary to be two inches (2") below finished gutter line. In areas of surmountable curb the top of casting shall match the top of curb. 3. Water Valve Boxes. All water valve boxes shall be adjusted prior to paving the wear course, and left one-quarter to one-half inch (1/4 — 1/2") below finished grade. Thorough tamping of the material around the valve box is required. In the event the valve box cannot be adjusted without the use of extensions, the contractor shall M remove the upper section, place the necessary extension and replace the upper section. 4. Grouting Adiustine Rings. Adjustment rings are required to be grouted; the contractor shall grout between rings, place the casting and -remove all excess grout on the inside of the manhole by wiping smooth with a gloved hand or similar instrument. Refer to detail plates for limitations on number of rings allowed. I and I shields to be installed as specified. 4.03 WARRANTY (2505) The contractor should take special note of the warranty provisions of these contract documents as detailed in Sections 3.04 and 9.16 of the General Conditions of the Contract which are included as part of this Standard Specification 4.04 WATER TO HOMES The contractor shall be responsible (until completion of the project) for providing water to any homes which have their individual water systems become inoperative due to dewatering operations during the project construction 4.05 CONCRETE (2531) ' A Concrete Curb and Gutter ' All concrete curb and gutter shall be constructed in accordance with Section 2531 of the current Minnesota Department of Transportation Standard Specifications, except as modified or altered below: I. Driveway openings in the curb shall be constructed as shown on the plans, standard plates, or as directed by the Engineer in the field. t2. The contractor shall construct concrete gutters as detailed on the standard plate at the end of these specifications, and as located on the plans. 3. Delete that portion of Section 2531 which requires that the concrete curb and gutter joints be sealed with joint sealer material. 4. The contractor shall furnish without charge all concrete samples needed for test cylinders, slump tests, air entrainment tests, and other tests ordered by the Engineer. 5. For surmountable curb installations, all radii at intersections shall be B-618 concrete curb and gutter with a 10 -foot taper section, on each side of the radius. 6. Where a curb machine is used, the contraction joints shall be formed or sawed at 10 foot intervals as approved by the engineer to a depth of two inches (2") from all 90 Ii exposed surfaces. Provide full depth expansion joints where indicated on detail ' plates, on the plans, against fixed objects and/or at 200 foot intervals. 7. After the concrete is finished and "broomed", the contractor shall spray it with a spray membrane curing compound conforming to MnDOT specifications, section 3754. 8. Concrete used for all curb and gutter shall meet the requirements of MnDOT Section ' 2461.3 for slip form mix no. 3A22 and for manual placement no. 3A32. B Concrete Sidewalk All concrete sidewalk shall be constructed according to Section 2521 of the current Minnesota Department of Transportation Standard Specifications, except as modified or altered below: Delete that portion of Section 2521 which requires that the sidewalk be sealed with joint sealer material. 2. Calcium Chloride Type I or 2, MnDOT Specification 3753 shall not exceed 2% of the weight of the cement incorporated into the mix. 3. Concrete used for sidewalk shall meet the requirements of MnDOT Section 2521, mix no. 3A32. C Reduced Payment Associated With Deficient Strength Requirements On All Concrete Construction If the Specified Strength requirement has not been obtained on the date specified, the mixture with failing tests will not be accepted for payment at the Contract bid price. If the material strength is in a range within 95% of the specified strength, in lieu of being removed and replaced acceptably, will be accepted at a reduced price in accordance with the schedule shown below. All material below 95% of the specified strength will be removed and replaced to specified requirements. The appropriate pay factor will be applied to the quantity of mixture represented by the failing test. Two core samples of each failing test will be permitted and the higher of the two tests will be used in determining the pay factor. All re -testing shall be done within a time frame determined by the City Engineer. Strength Requirements (% Below Specified Minimum) Pay Factor ' (% of Contract Price) 0%........................................................................................................................... 100% 0 to 1% ..................................................................................................................... 98% , 1 to 2%....................................................................................................................... 95% 2 to 3%....................................................................................................................... 90% 3 to 4%....................................................................................................................... 85% 4 to 5%....................................................................................................................... 75% 91 More than 5%................................................................................. Remove and Replace The Contractor does not have the option of taking a price reduction in lieu of complying with the Specifications. Material not meeting requirements shall not knowingly be placed in the work. Should any non -conforming material be inadvertently placed in the work, it will be up to the City Engineer to determine whether the non -conforming work will be allowed to remain in place or removed and replaced or otherwise corrected to meet specifications. Non -conforming material that is allowed to remain in the project shall be subject to the price reductions listed below for the indicated test provided the material was placed to the satisfaction of the Engineer. Otherwise the Engineer may make the determination according to other procedures addressed in MnDOT Specification 1503. With failing or borderline material, make sure next load is tested before it is incorporated into the work. Cl General ' C2 Price reductions that are not part of the Contract should not be issued unless the price reduction is in excess of $350. If the calculated price reduction is equal to or less than $350, it shall be documented as substantial compliance. At the discretion of the Engineer, several smaller price deductions may be lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. 2. Bid prices for the project in question should be reviewed prior to calculating a price reduction. If the bid prices are considerably below average prices, then the price reduction should be assessed based on: (I) the average bid price as determined by the City Engineer or (2) a fair market value. 3. The price reduction shall represent only the quantity of material represented by the sample and actually used. Example: A quantity of ready mixed concrete is placed in the work. A slump test indicates failing material. Then the price reduction would only apply to that load of ready mix represented by the test, not by all concrete placed since the last passing test. 4. The price reduction will normally be the quantity represented by the failing test times price reduction per unit quantity (tons, gals, etc.) determined from the "Schedule of Price Reductions" times the bid price of (2) above. 5. The following guide for price reductions on non -conforming construction materials shall be used when not addressed in the contract: Schedule of Price Reductions For Materials For Concrete Construction Slump - Isolated tests (not consistently high or Jowl 92 (See MnDOT Specification 2461.4A4a). Slumps that are consistently high or low require corrective action by the Contractor's quality control personnel. When test results are inconsistent or borderline, every load should be tested. Remove and replace the concrete or comply with the following: GENERAL CONCRETE 1"(25 mm) to 2" (50 mm) specified 2.25" - 2.50" (55 mm - 60 mm) 2.75" (65 mm - 70 mm) 3" - 3.50" (75 mm - 90 mm) 3.75" - 4.25" (95 mm - 105 mm) >4.25" (>105 mm) OK Tolerance Substantial Compliance OK if strength is satisfactory and placement satisfactory Pay at 75% of unit bid price or deduct concrete price Pay 25% of unit bid price 2"(50 mm) to 3"(75 mm) specked 3.25" - 3.75" (80 mm - 95 mm) 4" (100 mm) 4.25" - 4.50" (105 mm - 110 mm) 4.75" - 5" (115 mm - 125 mm) >5" (>125 mm) <2.00" (50 mm) OK Tolerance Substantial Compliance OK if strength is satisfactory and placement satisfactory Pay 75% of bid price or deduct concrete price Pay 25% of bid price No deduction if material can be satisfactorily placed 3"(75 mm) to 4"(100 mm) specified 4.25" - 5" (105 mm -125 mm) 5.25" (130 mm) 5.50" - 5.75" (135 mm - 145 mm) >5.75" (>145 mm) 2" - 2.75" (50 mm - 70 mm) OK Tolerance Substantial Compliance OK if strength is satisfactory satisfactory Pay 25% of unit bid price OK if strength is satisfactory satisfactory and placement and placement 2. Air Content Out of Compliance (See MnDOT Specification 2461.4A4b) 3. Low Slump Concrete (See MnDOT Specification 2404.2132) 4.06 BITUMINOUS CURB (2535) All bituminous curb shall be constructed in accordance with Section 2535 of the current Minnesota Department of Transportation Standard Specification, except as modified or altered below: 93 a. Driveway openings in the curb shall be constructed as shown on the plans, standard plates, or as directed by the engineer in the field. b. The contractor shall provide all samples needed for tests ordered by the engineer. tC. Where specified, a bituminous berm shall be constructed along the edge of the roadway instead of a bituminous curb. The bituminous berm shall meet the requirements of Section 2535 except that the berm shall be formed by a shoe attached to the paver. The berm section shall be as shown on the plans. d. Bituminous curb shall not be used to tie in catch basin inlets or manholes. Concrete sections shall be poured in these areas. ' 4.07 BITUMINOUS TRAIL/PATHWAY Bituminous trail/pathway shall be constructed in accordance with Standard Detail Plate 5216. ' 4.08 ELECTRIC LIGHTING SYSTEMS (STREET LIGHTING) ' A General The street lighting system shall comprise all of the work shown on the respective plan and detail 1 sheets for the system, complete, in place and in operation, all in accordance with the current Minnesota Department of Transportation "Standard Specifications and for Construction' except as shown and noted in the drawings and modified in these specifications. The distribution circuits of the lighting system shall consist of two conductors. The two conductors shall constitute 240 volt circuits. Lighting circuits shall be installed complete to each ' standard. All circuit wires including runs between light poles and street crossings shall be placed in ' conduit. Splice boxes or handholes shall be installed at all street crossings that serve an opposite side light pole. ' Power supply to the lighting system is unmetered 120/240 volt, single phase, alternating current. I I I I 94 B Permits and Inspections Obtain and pay for all permits and inspections required for the electrical work, arrange for inspections to be performed and furnish a Certificate of Final Inspection and approval by enforcement authorities. C Standards The following industry standards are considered minimum requirements: Standard rules and regulations of the Institute of Electrical and Electronic Engineers. 2. Rules and regulations of the National Fire Protection Association - NFPA No. 70. 3. National Electrical Manufacturers Association Standards. 4. American National Standards Institute. 5. National Electrical Safety Code. 6. Minnesota Department of Transportation Standard Specifications for Construction, 1988 Edition. 7. Other Industry Standard Listings per MnDOT 2545.2A. D Codes, Ordinances and Regulations The National Electric Code, together with applicable state and city ordinances or regulations, shall be considered as establishing minimum requirements for the work. Ascertain the existence of, and comply with, any interpretations and/or enforcement policies of the local enforcement agencies or individuals peculiar to this area or to this particular installation. Where these specifications call for materials or construction of better quality or larger size than required by the above rules and regulations, the provisions of the specifications shall take precedence. E Conduit All rigid steel conduits (R.S.C.) shall meet the requirements of MnDOT 3801. Rigid Steel Conduit (R.S.C.) shall be installed at all roadway crossings as shown in the Plans. The RSC shall be installed by auguring or jacking methods and not by open trenching across the roadways. When auguring or boring operations through a roadbed are abandoned for any reason, the resultant voids shall be grouted to the satisfaction of the Engineer. 95 F Conductors Pole Wire - The pole wire from the in-line fuse connector and the distribution cables to the luminaries and photo cell wires shall be No. 12 AWG copper wires type R.H.W., T.H.W., or X.H.H.W. rated 600 volts. 2. Branch Circuit Conductors - The branch circuit conductors and feeder wires, shall by type T.H.W.N., or T.H.W., or type X.H.H.W. copper rated 600 volts. G Fuses Light standards in the 240 volt system shall include in-line fuse holders with fuses (3 amps) in the phase conductors to the luminaire ballast. Breakaway fuse holders shall be installed at the handhole of the light standards. H Grounding System shall be solidly grounded throughout. Lighting standards, lighting service cabinet, ground rods and any exposed metal system components shall be solidly bonded to the system equipment ground conductor with accessible mechanical approved grounding connectors. Ground rods shall be 5/8" x 15' for lighting service cabinet and 5/8" x 10' for lighting standards and shall be copperweld type. I Feed Point Power will be supplied to the system from utility owned pole or pad mounted transformer. Make all provisions and arrangements for service as required by the respective utility agency. Lighting service cabinet shall be pad mounted type Tl in accordance with MnDOT Standard Plate No. 8140A. Enclosure shall be a NEMA 3 rated minimum 12 gauge steel cabinet with gasketed full hinged doors and padlock hasps. Suitable galvanized steel anchor bolts with ' double nuts to be provided for concrete foundation mounting. Inside of cabinet shall be finished with white enamel on suitably prepared surface. tService cabinet equipment, as applicable, shall be as specified below, or equal. Lightning Arresters McGraw Edison Type L Panelboard Square D NQOB Circuit Breakers Square D Q1B & QO Contactor Allen Bradley Bulletin 500L Selector Switch Allen Bradley Bulletin 800H Lighting service cabinet concrete foundation shall be provided in accordance with City of ' Chanhassen's Standard Plate No. 5234B. I 96 The contractor shall furnish and install 2" R.S.C. stubouts from the lighting service cabinet , through the foundation. One 2" R.S.C. shall be provided for the lighting service cabinet to the utility transformer and two conduits (2" R.S.C.) shall be provided for the lighting circuits. One 2" R.S.C. shall be provided as a spare. J Lighting Equipment , Lighting equipment shall be as described herein. Each lighting unit shall be complete as ' described with luminaire, standard or supports, auxiliaries, internal wiring, mounted accessories, etc. All equipment shall be UL labeled. Luminaries shall be or weather proof construction. Ballasts for HID lamps shall be high power ' factor regulator type operations to -20 degrees F. All internal parts of luminaire shall be readily accessible. Lighting standards shall be as individually described hereinafter. Concrete shall be Mix No. 3Y43 and shall cure 28 days before placing lighting equipment. Anchor bolt assemblies shall be provided by the lighting standard manufacturer. K Lighting Unit Roadway lighting unit including foundation, standard and luminaire. A. Foundation - Shall be as per the City of Chanhassen's Standard Plate No. 5234A modified to include anchor rods and anchor rod bolt pattern as per pole manufacturer's recommendations or as modified per base detail as indicated on the drawings. Anchor rods shall be furnished by the pole manufacturer; anchor bolt assemblies shall be high strength steel with top 12" galvanized after threading, galvanized break -away couplings and galvanized double nuts. Each foundation shall include three non-metallic conduit (N.M.C.) stubouts. The stubouts shall be 2" N.M.C. for feeders and one 3/4" N.M.C. for grounding conductor. L Residential Street Lighting Street lighting in residential areas shall conform to Xcel/Minnesota Valley Electric Group V rating. Street light fixtures shall be the Xcel/Minnesota Valley Electric Traditional, Acorn, or an approved equal style. 4.09 FENCE RESTORATION (2557) Removal and relocation or restoration of any fences disturbed shall be considered incidental to the cost of the project. 97 ' 4.10 PAVEMENT MARKINGS (2563) A. Applications shall be in accordance with MnDOT specifications and the Minnesota Manual on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail Plates. A portion of the MnDOT requirements are as follows: ' 1. At the time of applying the marking material, the application area shall be free of contamination. The Contractor shall clean the roadway surface prior to the line application in a manner and to the extent required by the Engineer. ' 2. Glass beads shall be applied immediately after application of the paint line. ' 3. Pavement markings shall only be applied in seasonable weather when the air temperature is 50 degrees F or higher, and shall not be applied when the wind or other conditions cause a film of dust to be deposited on the pavement surface after ' cleaning and before the marking material can be applied. 4. The filling of tanks, pouring of materials or cleaning of equipment shall not be ' performed on unprotected pavement surfaces unless adequate provisions are made to prevent spillage of the material. ' 5. No striping operations will be permitted between sundown and sunrise without written permission from the Engineer. ' 6. All material shall be placed in a workmanlike manner, which shall result in a clearly defined line that has been adequately reflectorized with glass beads. ' 7. All pavement striping shall be 4 inches wide unless designated otherwise on the plans, and skip lines shall be in lengths of 10 feet separated by gaps of 40 feet. All pavement striping shall be a minimum of 15 mils thick (wet thickness). t8. Glass beads shall be uniformly applied at a rate of 6 pounds per gallon. t 9. A reduction in pay shall be made for reduced thickness and/or width. Width shall be computed by random measuring. Thickness shall be computed by the following formula: ' Thickness = Gallons x 231 Length x Width ' 10. Application for the marking material shall be such as to provide uniform film thickness throughout the coverage area. Stripe ends shall be cleaned out and square, ' with a minimum of material beyond the cutoff. 11. Maintenance of traffic during pavement marking operations. 98 B. The contractor shall fumish and place, without extra compensation, all necessary warning and direction signs to maintain traffic during all pavement marking operations, and shall provide such protection to the uncured markings as may be necessary until traffic may cross them without any damage thereto. Traffic control during the striping operation shall be safe and satisfactory to the Engineer or all marking operations shall cease until traffic control meets with the Engineer's approval. Traffic control requirements may include, but are not limited to, furnishing a pilot car and/or flagpersons. Traffic shall be allowed to keep moving at all times, and the striping equipment shall be operated in such a manner that will not force traffic to cross uncured markings. Protection devices such as "cones shall be of an approved typed that will not cause damage to the vehicle when accidentally struck. C. Payment for pavement markings shall be paid for at the contract unit price per linear foot or as otherwise specified. 4.11 STREET SIGNS AND POSTS A. Installation shall be in accordance with the Minnesota Manual on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail Plates. Residential Street Sign (Formerly embossed plates) Post: 12 foot galvanized tubular (2-3/8" outside diameter) Bracket: E450 type bracket assembly, black. Signs: White on dark brown - Single faced, Hi -intensity on .063 aluminum. White E-450 border (white around bolt). E450 size radius comer, punch and notch for E450. All upper case same size letters. 6" and 9" plates used. B. For private streets signs shall be the same as above, except lettering to be white on blue background. C. Small Highway Sign Supports Posts are to be of a modified channel design with two ribs along the back of each post as well as each toe. 2. Post shall be fabricated from high-strength billet steel with minimum yield strength of 80,000 PSI and minimum tensile strength of 100,000 PSI. Post installation shall be composed of two 7 -foot lengths. The upper section shall weigh 2.5 lbs/ft and the lower section shall weigh 3 lbs/ft before punching. The posts shall be punched with continuous 3/8 -inch diameter holes on I -inch centers for the entire length of the post. The first hole shall be 1 inch from the top. 4. The posts shall be hot dip galvanized to ASTM -A123. 4.12 PROTECTION AND RESTORATION OF VEGETATION (2572) r-' I I I 1 11 I 1 This work consists of protecting and preserving vegetation from damage and taking corrective action when damage occurs. Vegetation includes but is not limited to trees, brush, roots, woody vines, and perennial forbs and grasses. All work done shall conform to Section 2572 of MnDOT Standard Specifications. 4.13 EROSION CONTROL (2573) The Contractor shall be solely responsible for the installation, maintenance and removal of all sediment and erosion control measures within the project areas. The Contractor shall install fabric fences, culverts, check dams, sediment traps, hay and/or straw, etc. and all other such appropriate procedures as may be required to prevent sedimentation or erosion as noted on the plans or as directed by the Engineer. Upon completion of the project and restoration of all disturbed areas, the City will authorize the removal of all sediment and erosion control measures. The contractor shall remove and dispose of the erosion and sediment control measures. 4.14 TURF ESTABLISHMENT (2575) All turf establishment shall be in accordance with Section 2575 of the current Minnesota Department of Transportation Standard Specification, except as modified or altered below: A Sodding The Contractor shall furnish and install sod and topsoil to the areas designated by the engineer. 2. The sod shall meet the requirements of MnDOT Specification 3878. 3. The Contractor shall use a sod cutter to make a straight line cut at full sod widths to match existing areas. Waste material shall then be removed and the area prepared to allow a depth of four inches (4") for topsoil placement. 4. The topsoil shall not be placed until the Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 5. The topsoil fine grading shall not be completed more than 24 hours prior to the sod laying operation. The contractor shall be required to remove topsoil placed on unapproved areas or topsoil which does not meet MnDOT Specification No. 3877 with such removal being done at the contractor's expense. 6. The Contractor shall not dump the topsoil on the street unless specifically approved by the engineer in the field. Topsoil dumped on the street shall not be allowed to remain overnight unless proper safety flashers are installed and approved by the Engineer in the field. 100 B 7. At all times during grading, preparation and sod laying, it shall be the Contractor's responsibility to see that all catch basins in the working area are kept clean. Gutters shall be cleaned and free of dirt and other materials at the end of each working day to ensure proper drainage. 8. Watering of the sod shall be the responsibility of the Contractor. 9. Fertilizer, analysis 10-10-10, shall be applied to all sod areas at the rate of 1,000 lbs./acres. Seeding The Contractor shall furnish and install seed and four inches (4") of topsoil to the areas designated by the Engineer. Imported topsoil may be required. 2. Seed mixture 80B shall be used in all rural seeding operations as determined by the Engineer and seed mixture 50B shall be used in all urban seeding operations as determined by the Engineer. 3. The seeding shall not be done until the Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 4. If so directed by the Engineer, the Contractor shall reseed, at his/her cost, any area on which the original seed has failed to grow. 5. Fertilizer, analysis 10-10-10, shall be applied to all seed areas at the rate of 1000 lbs/acre. 6. Type 1 mulch shall be applied in accordance with Section 2575.3 of the current Minnesota Department of Transportation Standard Specification. Areas to be mulched shall be as shown on the plans or as directed by the Engineer in the field. C Topsoil Topsoil used for sodding and seeding areas shall be in accordance with Section 3877 of the current Minnesota Department of Transportation Standard Specification. D Street Sweeping The Contractor shall sweep the streets following the completion of the sodding and seeding operations. All sweeping shall be completed within two (2) calendar days after completion of the sodding and seeding operation. This sweeping shall be with a pick-up power sweeper and shall continue until all loose material is completely cleaned up to the satisfaction of the Engineer. Also, all catch basins shall be cleaned within the same time requirements stated above. 101 1? Basis of Payment ' 1. Soddine. The contract price bid for the sod shall include the cost of furnishing and installing 4 inches of topsoil under the sod. ' 2. Water (sod). The cost shall be considered incidental to the project. ' 3. Roadside seedine. The contract price bid for the roadside seeding shall include the cost of furnishing and installing 4 inches of topsoil over the area to be seeded. t 4. Commercial fertilizer. The unit of measurement and basis of payment shall be by the pound. ' 4.15 GEOTEXTILE STABILIZATION FABRIC Geotextile fabric shall be used where shown on the plans, and shall be Amoco 2002 or Marifi 500X ' or approved equivalent. The fabric shall be overlapped a minimum of two feet (2'). The fabric in extremely bad soil conditions may need to be sewed together as directed by the engineer, and shall be paid for at an agreed upon hourly rate. Payment for the fabric shall be in square yards in place, and excluding overlap. ' 4.16 SEGMENTED MASONRY RETAINING WALL UNITS (2411) PART A (DRY CAST) ' ALI Scone ' This specification covers segmental masonry units for use in the construction of mortarless walls. Locations and wall heights shall be as shown on the plans and/or as directed in the field by the Engineer. ' A1.2 Requirements ' General Each wall that exceeds four (4) feet in exposed height shall be designed and certified by a ' registered professional engineer of the State of Minnesota. Design shall be submitted to the Engineer for review. In addition, the Contractor shall submit the following for all wall design: ' a. Manufacturer's literature: materials description and installation instructions. ' b. Shop drawings: Retaining wall system design including wall heights, reinforcement and drainage provisions approved by a registered professional engineer. 102 C. Color sample for selection by owner. d. A one (1) foot square piece of geotextile reinforcing as required by the Engineer. Materials Each manufacturing facility shall provide the Engineer with a copy of their quality control plan and procedures, including testing rates and material sources. Each manufacturing facility shall also supply test reports and documentation to verify compliance with this specification. The units shall conform to ASTM C1372, except that: a. The minimum compressive strength requirements shall be 38 Mpa (5500 psi) for any individual unit and 40Mpa (5800 psi) for the average of 3 units. b. The freeze/thaw durability of wall units tested in accordance with ASTM C 1262 in a 3% saline solution shall be the minimum of the following: 1) The weight loss of each of five test specimens at the conclusion of 90 cycles shall not exceed 1% of its initial weight; or: 2) The weight loss of 4 out of 5 test specimens at the conclusion of 100 cycles shall not exceed 1.5% of its initial weight, with the maximum allowable weight loss for the 5`h specimen to not exceed 10%. C. The freeze/thaw durability of cap units test tested in accordance with ASTM C 1262 in a 3% saline solution shall be the minimum of the following: 1) The weight loss of each of 5 test specimens at the conclusion of 40 cycles shall not exceed 1% of its initial weight; or: 2) The weight loss of 4 out of 5 test specimens at the conclusion of 50 cycles shall not exceed 1.5% of its initial weight, with the maximum allowable weight loss for the 5`h specimen to not exceed 10%. Cap units must meet the requirements of (a) and (c) and have a top surface sloped at minimum of 1 mm fall per 10 mm run (1 inch fall per 10 inches run) front to back or be crowned at the center. e. ASTM C 1262 test results shall be recorded and reported in 10 cycle intervals. Note: It is the intention of this testing that 100% of the wall units and cap units meet the weight loss requirements for (bl) and (cl) respectively, or the a minimum of 80% of the 103 I I wall units and cap units tested meet the weight loss requirements for (62) and (c2) respectively. If a manufacturer chooses to increase the sample size tested beyond the 5 units required for each block type, these percentages will still apply to the sample size chosen (i.e. if a sample size of 7 blocks is tested a minimum of 6 must meet the weight loss requirement of (b2) and (c2), if a sample size of 10 blocks is tested a minimum of 8 must meet the weight loss requirement). A1.3 Sampling And Testing Shall conform to ASTM C 140, except that: Section 6.2.4 shall be selected and replaced with: "The specimens shall be coupons cut from a finished side or back shell of each unit and sawn to remove any face shell projections. The coupon size shall have a height to thickness ratio of 2 to 1 before capping and a length to thickness ratio of 4 to 1. The coupon shall be cut from the unit such that the coupon height dimensions are in the same direction as the unit height dimension. Compressive testing of full size units will not be permitted. The compressive strength of the coupon shall be assumed to represent the net area compressive strength of the whole unit'. ' Cap units and wall units shall be sampled and tested as separate block types. Each manufacturing facility is required to sample and test each block type at the rate of one set I I 1 1 F of samples per 5000 units of continuous production or fraction thereof (if production is interrupted) as part of their overall quality control testing. Each 5000 units of continuous production (or fraction thereof) shall constitute a lot. Example: If 12,000 wall units are produced in a continuous production run, this would constitute 3 lots and 3 sets of samples would be required. If 6000 units are produced in each of two production runs (12,000 total) then 2 sets of samples would be required from each separate production run or lot (4 sets of samples total). Minimum manufacturing testing shall include a minimum of 5 randomly selected units from each lot and the following testing on each set of samples: a. Compressive strength (average of 3 units) b. Freeze -thaw durability (average of 5 units) Test results from each lot of production shall be provided to the Engineer within 30 days of the completion of testing and prior to the incorporation of any material into a project. The test report will clearly state the production lot number represented by the test results. This lot number shall correspond with the lot number supplied with the block on the certificate of compliance as outlined in section 2.1 below. A.2.1 Acceptance And Use 104 I!. 1 All block manufacturers complying with the requirements of Sections 1.1, 1.2 and 1.3 above t shall submit test results supporting this compliance to the Engineer. An approved products list s on file in the MnDOT Foundations Unit and can be viewed on the MnDOT website at: http://www.nvr.dot.state.nin.us/geotechnical/i'oundations.M. Block types and manufacturing facilities not on this list shall not be allowed for use. All block submitted for use on MnDOT or Federal -Aid projects shall be accompanied by a ' certificate of compliance attached to each pallet of block (MnDOT specification 1603). The certificate of compliance shall include the name and address of the manufacturing facility, date of manufacture and lot number, in addition to all other required information. A.2.2 Method Of Measure Measurement will be made by the square foot for the area of the wall face above and finished grade furnished and installed as specified. A2.3 Basis Of Payment 1 below Payment will be made under unit (Modular Block Retaining Wall). Payment will include all labor and materials required to completely construct the wall including, but not limited to, backfill, drainage system components, geo-grid (as required), stain, sealer and aggregate base material. Common Excavation for the wall will be paid under a separate line item. 4.17 MINOR CONCRETE STRUCTURES PART B (WET CAST) 131.1 Description This work shall consist of the construction of a modular block retaining wall where shown on the plans. Locations and wall heights shall be as shown on the Plans and/or directed in the field by the Engineer. Wall design shall include aggregate foundation, drainage rock, geo-grid tiebacks (as required), subdrainage system, staining, sealant and all other materials necessary to construct the wall. A Concrete - Concrete shall be 3Y32 (Mn/DOT Certified Mix) and have a minimum 29 day compressive strength requirement of 4,000 psi for any individual load bearing unit. - Concrete blocks shall be wet cast and shall be 6% air entrained by volume. - Blocks shall be a minimum of 16" high, 48" wide and 24" deep. - Exterior face pattern shall be limestone textured rockface as approved equal. Apply per manufacturer's recommendations. 105 11 I 1 B Sealant After construction of the wall, apply TK -290-12 sealant as manufactured by TK products 1 Minnetonka, MN 952-938-7223 or approved equal. Apply per manufacturer's recommendations. 1 1 I 1 1 1 1] 1 1 1 1 1 1 1 1 C Staining Wall face shall be stained to wall manufactures recommendations after sealant is applied. See 6.00 Part C. 131.3 Construction Requirements A General The wall system shall be constructed in accordance with the manufacturer's recommendations upon review of the design methodology by the Engineer. B Manufacturer Modular Block Retaining Wall shall be RECON Wall Systems Inc. (612-374-1113) or approved equal. C Submittals Each wall that exceeds two (2) feet in exposed height shall be designed and certified by a registered professional Engineer of the State of Minnesota. Design shall be submitted to the City Engineer for review. In addition, the Contractor shall submit the following for all wall design: 1. Manufacturer's Literature: Materials description and installation instructions. 2. Shop Drawings: Retaining wall system design including wall heights, reinforcement, and drainage provisions approved by a Registered Professional Engineer. 3. Color sample for selection by Owner. 4. A one (1) foot square piece of geotextile fabric reinforcing as required by the Engineer. D Delivery, Storage and Handling Contractor shall check the materials upon delivery to assure that proper materials have been received and then protect the materials from damage. Contractor shall prevent excessive mud, wet cement, epoxy and like materials, which may affix to the materials, from coming in contact with the materials. No damaged materials may be used on the project. E Footing Construction Shall be as recommended by the manufacturer. Over excavated areas shall be filled with select granular backfill material and compacted to 95% standard proctor density. Base material shall be compacted so as to provide a level hard surface on which to place the first course of units. Compaction shall be with mechanical plate compactors with density obtained by the Ordinary Compaction Method. F Wall Construction First course of block shall be placed on the prepared base and then checked for level, alignment, and full contact with the base. Units shall be placed end to end for the full length of the wall alignment. The alignment shall be set by using a string line or offset from a base line. G Backfill and Compaction Shall be in accordance with the manufacturer's recommendations and commence immediately after placement of the first course. B1.4 Method Of Measure Measurement will be made by the square foot for the area of the wall face above and finished grade furnished and installed as specified. B1.5 Basis Of Payment below ' Payment will be made under the unit price (Modular Block Retaining Wall). Payment will include all labor and materials required to completely construct the wall including, but not limited to, backfill, drainage system components, geo-grid (as required), stain, sealer and aggregate base material. Common Excavation for the wall will be paid under a separate line item. 4.18 SEGMENTAL MASONRY RETAINING WALL SURFACE SEALING PART C C1.1 All segmental masonry retaining walls shall have their surfaces sealed. Segmental masonry retaining wall surface sealing shall consist of preparation, furnishing and applying the surface sealer to the top, exposed front face, and backside of the upper three courses of all walls. Surface sealers shall meet requirements on file in the MnDOT Concrete Engineering Unit (651- 779-5572). The list may also be viewed on the MnDOT website at: www.nirr.dot.state.mn.us/pavement/concrete/oroducts.asp . 107 Due to the potentially hazardous ingredients contained in sealer formulations extreme care must be exercised in their handling and use, and the manufacturer's recommendations shall be closely followed. C1.2 Construction Requirements I . The Contractor shall comply with the manufacturer's written instructions for preparing, handling and applying the surface sealer. 2. The surface to be treated shall receive a light -blast to the extent that the surface is clean and free of oils. 3. Before the surface sealer is applied the surface to be sealed shall be dry and free of all dust, debris and frost. 4. Surface sealers shall be applied at the heaviest applications rate specified by the manufacturer. All materials and work performed as specified above will be incidental to the construction of the wall. 108 1. Project/Site Information Project/Site Name: Klingelhutz Property Local Government Unit: City of Chanhassen Location (address and/or T, R, Sec.): 8600 Waters Edge Drive 2. Applicant Information Applicant Name: Neal Klingelhutz Address: 9731 Meadow Lark Ln City, State, Zip: Chanhassen, MN 55317 E-mail: Phone: Cell -(612) 685 5580 3. Agent/Consultant Information Company Name (if applicable):Kjolhaug Environmental Services Co. Contact Person: Kelly Kunst Address:26105 Wild Rose Lane City, State, Zip: Shorewood, MN 55331 E-mail: Kelly(a)kiolhaugenv com Phone: (952) 401 8757 x 11 4. Description of Request Check all that apply: = Wetland Boundary (must attach wetland delineation report) ❑ Wetland Type (Eggers & Reed and/or Circular 39 type) 5. Signature By signature below, the applicant requests a determination from the Local Government Unit under Minnesota Rules 8420.0225 on the submitted wetland boundary and type information in this application. The applicant also affirms that they are the owner of the subject property or have permission from the landowner pursue this determination. 1/7/09 Applican or A thorized Agent Signature Date Important Notes: • The applicant may be required to submit multiple copies of the report/information to the LGU. The LGU may require the applicant to submit copies directly to Technical Evaluation Panel Members. Check with your LGU regarding their submittal requirements. • The LGU decision must be made in compliance with Minnesota Statutes, section 15.99. For LGU use only Date Received: -J,,, Page 1^of 1 `nn\ l2zc- CS�Te S O I-O, [1 1 1 1 1 1 1 1 I 1 1 1 1 [l 1 1 1 1 1 1 IJOLHAUG ENVIRONMENTAL SERVICES COMPANY Providing Sound, Balanced Comprehensive Natural Remuree Solutions Klingelhutz Property Chanhassen, Minnesota Wetland Delineation Report Prepared for Aloysius Klingelhutz by Kjolhaug Environmental Services Company, Inc. (KES Project No.2008-094) January 7, 2008 KLINGELI UTZ PROPERTY WETLAND DELINEATION SUMMARY • The Klingelhutz Property was inspected on December 5'h, 2008 for the presence and extent of wetland. • The NWI-map showed two PEMC wetlands partially one the site. • The soil survey indicated Hamel loam as a hydric soil unit within the subject property. • DNR Protected Water 13P (Lake Susan) is adjacent to the north edge of the site. • One Type 1 (PEMA/C) fresh wet meadow was delineated on the subject property. Wetland ID Circular 39 Wetland Plant Community Type (Eggers and Reed) 404 Jurisdictional Observations Wetland 1 Type 1 Fresh wet meadow Wetland 1 was an isolated basin located in the southeast corner of the parcel. The wetland is not connected via hydric soil unit or otherwise to other wetlands or water bodies. Lake NA NA Lake Susan (DNR Protected Water 13P) is Susan adjacent to the north edge of the site. Lake Susan is connected under State Route 101 to DNR Protected Water 1P (Rice Marsh Lake) which is subsequently connected by Riley Creek (a DNR Protected Waterway) to several other DNR Protected waterbodies and wetlands including Lake Riley (10-2P), Rice Lake (132P), and Grass Lake (132P). Riley Creek also drains into the northwest side of Lake Susan from Lake Ann NR Protected Water 12P). 3 Klingelhutz Property Chanhassen, Minnesota Wetland Delineation Report I. INTRODUCTION The Klingelhutz Property was examined on December 5`s, 2008 for the presence and extent of wetland. The site was located in the SE '/e of the SE '/. of Section 14, the NE '/< of the NE '/4 of Section 23, and the NW '/. of the NW '/a of Section 24, T. I I6N, R 23W, City of Chanhassen, Carver County, Minnesota. The approximately 10 -acre site was northwest of and adjacent to Waters Edge, north of Lake Susan Drive, and west of State Route 101 (Great Plains Boulevard) with an unnamed property boundary to the west (Figure 1). At the time of the delineation the parcel consisted of a single-family home on the north part of the site, a large barn in the southwest comer, and a long driveway oriented north to south through the center of the site. Walnut, pine, maple and ash trees are scattered throughout the site with an understory of mowed lawn. North of the house the land slopes steeply down to the edge of Lake Susan and a small area of woods is located in the northwest comer (Figure 2). Adjacent land use consisted of Lake Susan to the north, single-family homes to the east, west and south, and a farmstead and undeveloped land to the southeast. II. METHODS Wetlands were identified using Routine Determination methodology described in the Corps of ' Engineers Wetlands Delineation Manual (Waterways Experiment Station, 1987 -referred to as the 87 Manual) as required by Section 404 of the Clean Water Act and the Minnesota Wetland Conservation Act. Wetland boundaries were identified as the upper -most extent of wetlands, which met criteria for hydric soils, hydrophytic vegetation, and wetland hydrology. Wetland -upland boundaries were ' marked with pin flags and subsequently located by E.G. Rud & Sons, Inc. using standard land survey methods. Kjolhaug Environmental Services Company reviewed surveyed wetland boundaries for accuracy. Soils, vegetation, and hydrology were documented at representative locations along the wetland - upland boundary. Plant species dominance was estimated based on the percent aerial or basal ' coverage visually estimated within a 30 -foot radius for the tree and shrub layers and a 5 -foot radius for the herbaceous layer within the community type being sampled. ' Soils were characterized to a minimum depth of 18-20 inches utilizing Munsell Soil Color Charts and standard soil texturing methodology. ' Plants were identified using standard regional plant keys. Taxonomy was based on the Manual of Vascular Plants of Northeastern United States and Adjacent Canada, Ed 2 (New York Botanical Garden, 1991). Indicator status of plant species was taken from the National List of Plant Species That Occur in Wetlands: 1988 Minnesota (U.S. Fish & Wildlife Service, 1988). III. RESULTS . Review of Soils, NWI, DNR and FSA Information The National Wetland Inventory Map (NWI) (Shakopee Quadrangle, U.S. Fish & Wildlife ' Service, 1991) showed portions of two PEMC wetlands within the subject property (Figure 3). The Soil Survey of Carver County, Minnesota (NRCS Web Soil Survey 2.0) showed Hamel loam, Lester -Kilkenny loams, Le Sueur-Lester loam, Lester -Kilkenny clay loams, and Terril loam as soil types present on the site (Figure 4). Hamel is a hydric soil indicative of wetland conditions when undrained. The DNR Protected Waters Map, Carper County (Sheet 2 of 2, Minnesota DNR, 1984) indicated DNR Protected Water 13P (Lake Susan) adjacent to the north edge of the property. ' The OHWL for 13P is 881.8 msl (Datum: NGVD 29 (ft)) (Minnesota DNR Lakefinder website) (Figure 5). ' Wetland Determinations and Delineations Potential wetlands were evaluated in greater detail during field observations on December 5's, 2008. One wetland was identified and delineated on the subject site (Appendix A). Corresponding data forms are included in Appendix B. The following description of the wetland and surrounding upland reflects conditions observed at the time of the field visit. At that time, vegetation had senesced, soils were frozen to approximately 2 inches depth, 2 inches of ' snow was on the ground, temperatures were in the 20's, and hydrology was assumed to be dryer than normal due to below average precipitation during the months preceding the site visit. Wedand 1 was an isolated Type 1 (PEMA/C) fresh wet meadow wetland in the southeast part of the site. A 12 -inch and 8 -inch culvert drained into the wetland from adjacent properties to the north and east respectively. An approximately 1 -foot wide sink hole was observed in the center of the wetland likely a result of a collapsed section of an existing drain tile through the wetland. According to the landowner, drain file in the area was disabled as a result of construction of underground utilities adjacent to the east side of the wetland. The landowner indicated that since that time the area has become wetter. Dominant vegetation within Wetland 1 consisted of reed canary grass with lesser amounts of cattail, Canada thistle, and Kentucky bluegrass. Soils observed below the wetland boundary met the 87 Manual criteria for hydric soils (matrix chroma of 1 or less in unmottled soils or chroma 2 or less with mottles). No free water was observed within 24 inches of the soil surface. I ' Secondary indicators of wetland hydrology included geomorphic position and the FAC -neutral Test. ' Adjacent upland consisted of lawn dominated by Kentucky bluegrass with lesser amounts of Canada thistle, reed canary grass, clover, and Canada goldenrod. Upland soils were without redoximorphic features and no primary or secondary indicators of wetland hydrology were observed. The delineated boundary followed a change in topography and plant communities. The wetland was not indicated on the NWI-map but corresponded to an area of mapped hydric soil (Hamel loam). Lake Susan The edge of Lake Susan was evaluated to determine whether fringe wetland was associated with the water body. Most of the upland area adjacent to Lake Susan consisted of steeply sloping lawn dominated by Kentucky bluegrass with an abrupt slope 2 to 3 feet down to the water's edge. Along the lake edge in the northwest comer of the site the slope and a narrow bench at the ' base of the slope was dominated by box elder, bur oak, and basswood with lesser amounts of ironwood, red -osier dogwood, common buckthorn and sugar maple. No emergent vegetation was observed along the water's edge. Based on these observations it was determined no fringe wetlands associated with Lake Susan were present. Other Areas Area 1 was located in the west central part of the site consistent with an NWI-mapped PEMC wetland (Figure 6). Area 1 is mapped with upland soils (Lester -Kilkenny loams, 12-18% 1 slopes). At the time of the site visit the area consisted of a garden and lawn dominated by Kentucky bluegrass, and no evidence of recent inundation was observed. Based on these observations, Area 1 was determined to be non -wetland. ' IV. CERTIFICATION OF DELINEATION ' The procedures utilized in the described delineation are based on the COE 1987 Wetland Delineation Manual as required by Section 404 of the Clean Water Act and the Minnesota ' Wetland Conservation Act. Both the delineation and report were conducted in compliance with regulatory standards in place at the time the work was completed. ' All site boundaries indicated on figures within this report are approximate and do not constitute an official survey product. Delineation Completed by: Kelly Kunst, Wetland Ecologist Certified Wetland Delineator No. 1114 ' Professional Wetland Scientist No. 1757 Report Completed by: Kelly Kunst Reviewed by Date: o 7 ' Mark Kjolhaug, Professional Wetland Scientist No. 000845 1 1 Klingelhutz Property Wetland Delineation Report Figures: • Figure 1 — Site Location Map • Figure 2 — Aerial Photograph • Figure 3 — NWI Map • Figure 4 — Soil Survey Map • Figure 5 — DNR Protected Waters Map • Figure 6 — Area 1 Photograph 1 1 1 1 1 I Note: Site and wetland boundaries on this figure are approximate and do not constitute an official survey product. Figure 1— Site Location Map Klingelhutz Property (KES Project No. 2008-094) Chanhassen, Minnesota KJor xauco� scEs comPANY TN No Scale eke 11 ly Lake Susan Park 01 Site Location pmt ¢" Rice Marsh q' Lake Park m L a a S u s a n M S 3 Prairie aD 3 Knox i a 17 Park OL 7S S N Slrsan ��e we � �Q�9 2 m W 36th St :3 m Fglls Nr N o � a m Vr Lake Susan Hills Ot o West Park C a.a.raar .ua..a< (1�+Atl Figure 1— Site Location Map Klingelhutz Property (KES Project No. 2008-094) Chanhassen, Minnesota KJor xauco� scEs comPANY TN No Scale Note: Site and wetland boundaries on this figure are approximate and do not constitute an official survey product. Lake Susan OHWL: 881.8 msl i :Aria I L� i 1 }� ® 2009, Caner Cwnty, Minne�ta;� X40 Site Location •#4 XWS60 OR Transect Location Figure 2 — 2008 Aerial Photograph (Carver County Website) Klingelhutz Property (KES Project No. 2008-094) Chanhassen, Minnesota KJoLHAuG TN Scale: 1 inch — 170 feet ENVIRONMENTAL SERVICES COMPANY ►w Note: Site and wetland boundaries on this figure are approximate and do not constitute an official survey product. f90 Mil ¢ * 9s Figure 3 — NWI Map r Klingelhutz Property (KES Project No. 2008-094) Chanhassen, Minnesota t KJOL HAuG ENVIRONMENTAL SERVICES COMPANY +N Scale: 1 inch — 340 feet Vv Note: Site and wetland boundaries on this figure are approximate and do not constitute an official survey product. Soil Legend: HM: Hamel loam KB2, KD2: Lester -Kilkenny loams, 2 to 6 and 12 to 18% slopes, eroded KF: Lester -Kilkenny loams, 25 to 40% slopes LA: Le Sueur-Lester loams, 1 to 4a/o slopes ND3: Lester -Kilkenny clay loams, 12 to 18% slopes, severely eroded TB: Terril loam, 0 to 6% slopes A I C7aMassen Mils Dr 02 • [ _ i ' RJR Figure 4 — Soil Survey Map Klingelhutz Property (KES Project No. 2008-094) Chanhassen, Minnesota t KJOLHAUG ENVIRONMENTAL SERVICES COMPANY TN Scale: 1 inch -- 250 feet Vv Note: Site and wetland boundaries on this figure are approximate and do not constitute an official survey product. 23 zdtM 0 Figure 5 — DNR Protected Waters Map Klingelhutz Property (KES Project No. 2008-094) Chanhassen, Minnesota j(' � �iA TT/r rrN Scale: finch -- 2,030 feet _u� iIJOLHAUG ENVIRONMENTAL SERVICES COMPANY Note: Site and wetland boundaries on this figure are approximate and do not constitute an official survey product. Figure 6 -Area 1 Photograph Klingelhutz Property (IES Project No. 2008-094) Chanhassen, Minnesota _u_ KJOLHAUG ENVIRONMENTAL SERVICES COMPANY No Scall Klingelhutz Property Wetland Delineation Report Appendix A: Survey Drawing CERTIFICATE OF SURVEY -for- ALOYSIUS KLINGELHUTZ LEGAL DESCRIPTIONS AS PROVIDED TRACT I DESCRIPTION Wtlot ChanhassenA. Ohassen Who tat Addham os rwaW n dthe RegiaFar of ie des off . CWwwn r Cty. Minnesota, alas indu6ng, that Dart of Goverment Lot 3 nm SBe an 14, Tamhp 116, Range 23. Ipng eestoly of the easterly 245.00 fegm et of said Gonml Lot 3 .no wsloly of the heaving described line. Commencing at the NWlheaat tarn of Me Narlhwal 1/4 of S torn 23. TawmMip 116. Ron.. 23; Mince anmw bearing of 5 88' It' 38- W. don, the north W. of the Narth... t 1/4 of said Sectian 23. D ,sx" of 24501 fast loathe 0951 1me of the wart 24100 feet of said Goveament Lot 3; thWme N r 57 46- W dug wW wet a Omen.. of 462.30 fast to the Pohl of beginning of the One 10 . dese,bed; theme N 25' 46 46- W. a diI of 116.3 lee, to Me she. I'me of Lathe 5usoq Mede easterly along wk sm. fne, to the mlersecWh, paint vith Me vset no of the ..It 245.00 feet of said Gasarmmort Lal 3 and Mrs terminating. All In Carom Cwnly. M6lnesalo. Subject to rends and waemnk of ,ecord; AND tM wrtny, 24500 feet of GMmmmnt Lot 3 In Section 14, TeenNp 116, romp 21 TRACT 2 DESCRIPTION IDs welsrly 244% Ml of Me "We'y MI.61 kat of Me NwMwet O,w w of the Nelhmel Ouster of R ion 23. TowmWO 116. Range 23, subyht 1a Me State Moody No- 101, di In Cess County Ilmnosold TRACT 3 DESCRIPTION Part of We Northwest Wwtr of the Northwest Worts 01 Swum 24, Toenehq 116, Range 23. Carom County. Mnnewlo. desmDw m lasso Beginning at the northwest owns of the NorMeest Warlor al aOW Section 24. Mom On an ... beWng of S M 89 degses 19 mioutef 43 seconds East along the North line of said Northwest Warts 338.00 Iwl: thence swM 25 degrees 26 nu Les 43 secands East 12836 feet to Me cwkHioe of State -halfway Numbs. 101: Mwce misty along said cwtHme along a on tangential a ve that is re to the myth, said cunt hating a central angle of 09 degras 11 minutes 52 secands, a radius length of 62115 feet, an OrC length of 9973 feet, a Mand Whein9 of SwM 24 deys s 12 minutes 13 seconds Well and a Chord ength of 99.62 feet Mn. SWth 79 deye. W mi it.. 53 seconds Wen along said centein. and tangent la last desmaed w 163.44 fast; thence souMwestsny along said cnterime along a tangential cu Ni Mat is con w w la Me utheosl, wad a hanting a cMbns angle of 19 d,read ae 36 minutes 53 swede a radius length of 231.87 Net, n nc length of 79.36 lest: thence tmuing s aMwesterly boom,boom,ceHnl'nlw e long a npcurve, that cthat isaw to Mnrea e smgst. wad uhomml a mVd angle .f 52 deyws 18 minutes 23 secone , a nod.. length of 127.60 Not. an arcln9M of 116.49 feet o cbad bewi, of South 33 deanery 34 mmutes 37 ucnds West, o chord length al 112.49 Net to the West lane of sold Nc,Ww l Mabe; Mnw North 00 degrees 01 mAutes 33 seconds West along soad West line 297.33 Net to the point of begmnng. Mas tract as wbpd to any and 61 easement. of record. 2. 3 4 6. GM101K NE S Fw pwhose, ore waled n (Nopus 10ingeMuli) PWcsi IO Numpe: ZM31610 AdM1ue MM WATERS mf£ OR Oewiopen Neol Nfmgeoutz; Addresw. 9731 Maslow Lad lee, Chanhasem. MN 55317; Call: (612) 685-5580. Thi. derwY dos prwwed without Me bene t of III. walk. Aaoitind 10WnntA 1.15 tine aM/y enannban- maY Mist oNn than those shown Farm. Smwy O,isct to skin upon receapl of a wont title commitment or an otheneys lith opinion. Surwled pomised Non an this wrny mW Ie in Food Zone A-2 (ow of 1 W -year flood: thou flaao 6.1- and flood lwzod fodan detrmineo). ..coding to Flood I.... Rate MW Community PooW No. 270051 0005 B by the Federal Emen,my, Management Agency, eRectiw dote .Mq 02 1979. BmnoWy mw of Me urwssd wFmissx 10.26 acres. Me city of Chanhassen has ndkoted that Me urreyed previus Nan an Mie wrwy is aunnuy somal RS` (Single sandy Residential undo the aglacable sonny reVations and that Me current uMadhs ow Budding: Front 30 fast Side 10 deet R. - 30 feat 5th chmhoeeen Cede of Codmmces Chester 20, ARTICLE MI, Sx, W-615 M Lot rwukemente and -Mab. 5th Chanhassen code of Ordinances Choate, 20, ARTICLE NI, for Shoriond Management okM;ct aainncw Tine annaMn cty Gode of yjimem. cn be found at ntlp://ew.a.annomr.mn.aa/ da/mdenlml For odaGnd mf,,mobsn contact Me Planning and Zoning Department at the city of Chanhassen at (952) 227-1110. 7. the wrwyw arenixs Was ween to (Hwy 901. ek.a. WATERS EIXi w.). 0 wait meet 6. utmtks soon herean we a6va.eC. Excavations some not mode during We process of this survey to (male undeymnd tihiee and/a awcta. me location of undeyamd utaMes and/a ..aurae play `aro horn Iaw6ws Omen heeon and addil'wnW u dwy ad uuiliM end/or s.cu es may be ncwnteN. Cmuct Godley sate Mw call Nalificatin cote at (651) 454-0002 for verification of utsity tae and Geld ICCYlian, aria, to e..watlon. 9. $ubadace and enraomentd condith e, wes not ewammw or cmaideed during the praesu at this wrwy. Na statement is made cmNenng the enatence of undeymnd a, DwMsod contanes n kciitaM Mat may affect Me uu W deWwment of the surveyed wanness. 10. Me died air a, of this bit. was competed on oeFenber 02. 2001 11, Wetland aWineatOn by. N.KKl1Auc sag. SERV CO.. (952)401-11757 MIMJ7GfM2 VKZUY MAP PART Cis SEC. 14. 23 E 24, TVI 16, EhrC 23 gD;M1`-"-0eetao Try entity r� l A \tl x LAIC SLS" IT q+i I CARVE52 CCLrM. N94PNESOTA Bac SCALED pep} - _9n.t. Two sls. F Fore ___Drake Tu Tae LEGEND • home hn MonunsR rou q N Labored ay MntM wee. Mown•N Set Maxed as Nw.3356 v denotes sorsa County Mmumrt ® Denote, WW dont. URN, PoN Y Donates Wall' Box C d,al. Cases No. M dnoM Telephone Bas 4) Demos, sanitary sawn MmWde ❑ Dowel. Caah Been DrweM stain sews, Mannon. D'J Oem.N. Gal. sole M�at..orad. 7rM JX Onotes File Ntaml 4 Donates AWm \11 Dome. EmtYg Conten 'Dew's. Wy Was Connote 0. flows - Moot. wateman -> Donates smXwy Sees, e,-- Donthe storm Ywc Oral. E'ietn9 F.m • pwr0ln GaW Dowses Canwete ODe ole W.mne w (•-. Drwt. Wenand '>i"n 1/ � av/ia inn as EMENTF.TIDN OF THOS BEARING S1S1 Is BASED DN THE CM,ER CWNTY COORDINATE SYSTEM. NAD 0 (1986 ADJ.) GRAPHIC SCALE (M today 1 leve - w rt that this survey, plan N,Mwd by me Or under and that I am Date: License A. 45356 Professional 255 Hwy. 71 Hutchinson, Tel(320)587-2015 Klingelhutz Property Wetland Delineation Report Appendix B: Data Forms J "LL) KJOL- lt`1VG EIVVIRONMENT'AI- SERVICES COMPANY Project/Site: Klingelhutz Pmperh_ Date: 12/5/08 Investigator(s): K Kunst Basin/Area ID: Wetland 1 Sample Pt. ID: SPI -1 SOILS SAMPLE POINT- Depth OINT- De th in. Matrix Color Mottle Colors Mottle abund./contrast Texture, Structure, etc. 0-6 IOYR 2/1 _ Water in borehole, Depth _m. CL CL 6-24 N2.5/0 10YR 4/1 deDlet. I Common, distinct, medium CL to C 22-32 1 10YR 3/1 C Field Indicators of Hydric Soils (Midwest Region) USDA, Version 6.0 (2006). (A. an soils, s. sandy soils, F. loamy s clayey sofa) _Al. Histosol _ A9,10.1-2 em Muck _ S4. Sandy Gleyed Matrix _ F3. Depleted Matrix _ A2. Histic Epipedon _ A] 1. Depleted Below Dark Surface _S5. Sandy Redox F6. Redox Dark Surface _ A3. Black Histic Al2. Thick Dark Surface _ S6. Stripped Matrix_ _ F7. Depleted Dark Surface A4. Hydrogen Sulfide _St. Sandy Mucky Mineral _ Fl. loamy Mucky Material Fg. Redox Depressions A5. Stratified Layers S3.5 cm Mucky Peat or Peat _ F2. Loamy Gleyed Matrix S3. 5 em Mucky Peat or Peat Hydric Sol[? -X-yes No Undetermined Remarks: 87 Manual -Matrix chrome of 1 or less in unmottled soils SAMPLE POINT- Wm... •.,,.,.:.. . RA-. e..H T.. -- Depth .. -- De th in. Matrix Color Mottle Colors Mottle abund.icontrast Texture, Structure, etc. 0-18 l OYR 2/2 _ Water in borehole, Depth _m. CL _ Water Marks, Height in. 18-22 1 N2.5/0 Drift Lines CL Sediment Deposits 22-32 1 10YR 3/1 C Field Indk:ators of Hydric Soils (Midwest Region) USDA, Version 6.0 (2006). (A. as sale, s. candy Sofa, F.laamy a clayey soils) Al. Histosol -A9,10.1-2 cm Muck _ S4. Sandy Gleyed Matrix _ F3. Depleted Matrix A2. Histic Epipedon _ Al 1. Depleted Below Dark Surface _ S5. Sandy Redox F6. Redox Dark Surface A3. Black Histic Al2. Thick Dark Surface S6. Stripped Matrix _ F7. Depleted Dark Surface A4. Hydrogen Sulfide _ Sl. Sandy Mucky Mineral _ Fl. Loamy Mucky Material , F8. Redox Depressions A5. Stratified Layers _ S3. 5 em Mucky Peat or Peat F2. Loamy Gleyed Matrix Hydric Soil? Yes X No Undetermined Remarks: HYDROLOGY SAMPLE POINT- X Wet side Up side NIA Inundated, Depth in. Oxidized Root Channels _ Saturated Soil, Depth in. WatuStained Leaves _ Water in borehole, Depth _m. Mapped Hydric Soil, Depression _ Water Marks, Height in. X FAC -Neutral Test Drift Lines X_ Topographic Position Sediment Deposits Other - Explain: SAMPLE POINT- Wet side X Upside NIA Inundated, Depth in. Om. dined Root Channels Saturated Soil, Depth in. Water -Stained Leaves _ Water in borehole. Depth -in. _ Mapped Hydric DepressionSoil, Deprsion _ Water Marks, Height in. FAC -Neutral Test _ Drift Lines Topographic Position Sediment Deposits Other - Explain X Yes No Assumed - Explain: Undetermined - Explain: Yes X_ No: No water to 32 inches Assumed - Explain: Undetermined - Explain: 26105 Wild Rose Lane. Shorewood. Mim mta 55331, Phone: 952401-8757, Fax: 952401-8798 1 1 1 1 1 1 Project/Site _Klingelhutz Property SAMPLE POINT- x Wet side Sample Point ID VEGETATION Up side N/A Species WETLAND DETERMINATION Stratum %p Cover Ind. Status Phalaris arundinacea H V S T 100 FACW+ Cirsium arvense H V S T Trace FACU FACW H V S T V S T H V S T Cirsium arvense H V S T 5 H V S T H H V S T Remarks: Dominants Shown in bold % Dominants (>20e/ Cover) FAC or Wetter: 100 SAMPLE POINT- _Wet side x Upside N/A Species WETLAND DETERMINATION Stratum %p Cover Ind. Status Phalaris arundinacea H V S T 70 FACW Pna pratensis H V S T 25 FAC- Cirsium arvense H V S T 5 FACU No H V S T N/A SAMPLE POINT- Wet side H V S T N/A H V S T H V S T H V S T Remarks: Dominants shown in bold % Dominants (>20%Cover) FAC or wetter: 50 Hydrophytic Vegetation Present? WETLAND DETERMINATION SAMPLE POINT- x Wet side Does an Atypical Situation Exist? _Yes Upside N/A Hydrophybc Vegetation Present? x Yes _No Does an Atypical Situation Exist? Wetland Hydrology Present? x Yes No _Yes Does an Atypical Situation Exist? Hydric Soils Present? x Yes No _Yes Does an Atypical Situation Exist? Is the area a wetland? x Yes No _Yes Remarks: Distance from Wetland Edge 5 ft. N/A SAMPLE POINT- Wet side x Up side N/A Hydrophytic Vegetation Present? Yes x No Does an Atypical Situation Exist? _Yes Wetland Hydrology Present? Yes x No Does an A _ typical Situation Exist? Yes Hydric Soils Present? Yes x No Does an Atypical Situation Exist? _Yes Is the area a wetland? Yes x No Remarks: Distance from Wetland Edge 5 ft. NIA Ct1U IUtl IKi IT1r C1111A■AAov ------------ - Wetland Community Tvpc 1 (PEMA/C) fresh wet meadow --....... .._. Upland Communih Tr pc: (awn Overall Dominant Vegetation: reed canan- grass Overall Dominant Ve elation: Kentuc btu ass Remarks: Remarks: Page 2 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 JOB NO. 08-1227 DATE 1/16/2009 TO: Neil Klinaelhutz ATTN: RE: Apple Tree Estates ENGINEERING, INC. 6776 Lake Drive NE, Suite 110 Lino Lakes, MN 55014 651-361-8210 651-361-8701 fax www.plowe.com IF ENCLOSURES ARE NOT AS DESCRIBED, PLEASE NOTIFY US IMMEDIATELY. SCANNED WE ARE SENDING ❑ Shop Drawings x❑ Attached ❑ Prints ❑ Specifications ❑ Plans ❑ Copy of letter ❑ Under separate cover visa ❑ Samples ❑ Change order ❑ Other COPIESDATE 2 1/15/2009 NUMBER DESCRIPTION Drainage calculations w/ area maps 2 1/15/2009 Exhibit A (driveways for Lots 1 & 2) 17 1/15/2009 Civil plans C1-C4 (full size) Civil plans C1-C4 (8.5" x 11") Application 1 1/15/2009 1 THESE TRANSMISSIONS ❑ For your approval I] For your use ❑ As per your request ❑ For your review and comments ❑ Corrections needed ❑ Approved as submitted ❑ For your information and file ❑ Approved as noted ❑ Submit copies for distribution ❑ Return corrected prints i] other For City submittal ❑ FOR BIDS DUE: ❑ PRINTS RETURNED AFTER LOAN TO US JAN 16 7009 COPY TO: SIGNATURE: Adam Ginkel IF ENCLOSURES ARE NOT AS DESCRIBED, PLEASE NOTIFY US IMMEDIATELY. SCANNED EXHIBIT A Alternate Driveways - Lots 1 & 2 NORTH EXISTING " HOUSE v (TO REMAIN) 0 25 50 1 INCH= 50 FEET 2 i �d Shared driveway configuration chosen over individual driveways: (1) Reduce impervious surface (2) Reduce tree impacts Jan.15, 2009 SCANNED STORMWATER DRAINAGE REPORT Subdivision Project (Plowe #08-1227) City OF C' -'A NN RECEIVEDHASSE Chanhassen, MN JAN 1 6 2009 CHANHASSEN PLANNING DEPT ORIGINAL DATE: January 15, 2009 PLOWS EN6INEERIN6,INC. 6776 Lake Drive, Suite 110 Lino Lakes, Minnesota 55014 Office (651) 361-8210 Fax (651) 361-8701 SCANNED SUMMARY OF RESULTS GENERAL This 7.1 -acre parcel will be subdivided into 7 single-family lots. Approximately two-thirds of the existing site drains directly to Lake Susan; the remaining portion drains to a small wetland on the east side of the property. Proposed drainage from the street, most of the roof and driveways will be collected and routed to a pre-treatment cell and a bio -retention basin, which ultimately outlets to Lake Susan. The remainder of the site will still drain directly to either Lake Susan or the wetland. WATER QUALITY Water quality is provided via the construction of a pre-treatment cell and bio -retention basin, which collects most of the proposed hard surface (new street, most roof and driveways). The dead storage of the pre-treatment cell has a volume greater than that generated from a 2.5" rainfall event. A concrete skimmer structure is proposed that will provide skimming for floatables. Area to re -treatment cells 153,535 CN 74 P 2.5 -inch event 0.61 in Required storage 7,804 cf Provided storage 9,706 cf For drainage to the wetland, pre-treatment is provided via the grassed areas and buffer zone around the wetland. Most of the hard surface to the wetland is roof run-off. WATER QUANTITY For the bio -retention basin, a multi -staged orifice is provided to minimize run-off rates for all stone events. For drainage to the wetland, run-off volumes are less than or equal to existing volumes. A comparison of existing versus proposed is provided. RATE AND VOLUME COMPARISON TO LAKE SUSAN Rate Control TO WETLAND Volume Control STORM EVENT (Rate Control) 2 -yr (cfs) 10 -yr (cfs) 100 -yr (cfs) Exisitng (1) 2.00 7.84 18.88 Proposed (2P + 3) 1.55 5.62 18.88 TO WETLAND Volume Control STORM EVENT (Volume Control) 2 -yr (cf) 10 -yr (cf) 100 -yr (cf) Existing (2) 4,811 13,109 28,306 Proposed (4) 3,281 8,079 16,454 Brainal EXISTINI NORTH c. o so 100 1 INCH =100 FEET Drainal PROPOS NORTH C. 0 50 100 1 INCH =100 FEET i 1 2 To Lake To Wetland Subcat Reach on Link Drainage Diagram for 081227 Existing Prepared by Plowe Engineering, Inc., Printed 1/8/2009 HydroCAD® 8.50 s/n 001574 © 2007 HydroCAD Software Solutions LLC 081227 Existing Type 1124-hr2-year (2.70' Rainfall=2.70" Prepared by Plowe Engineering, Inc. Printed 1/8/2009 H tl (3 O 850 s/ 001574 ® 2007 Hyd CAD S f SolutnmsLLC Pane 2 Time span=0.00-150.00 bra, dt=0.01 hrs, 15001 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Dyn-Scor-Ind method - Pond routing by Dyn-Ston-Ind method Subcatchment l: To Lake Runoff Area295,720sf 9.24%impernous Runoff Depth=0.38" Fb Length=625' Tc=18.3 min CN=e5 Runolf=200 ds 9.260 d Subcatchment 2: To Wetland Runoff Area=130,354 sf 10.09%Impervious Runoff Depth=044" Flow Length=300' Slope=00520'r Tc=17.5 min CN=67 Runoff=1.19 cis 4,811 cf Total Runoff Area = 426,074 sf Runoff Volume = 14,075 cf Average Runoff Depth = 0.40" 90.50% Pervious = 385,590 sf 9.50% Impervious = 40,484 sf 081227 Existing Type II 24 -hr 2 -year (2.70") Rainf611=2.70" Prepared by Plowe Engineering, Inc. Printed 1/8/2009 Hvd oDAD®e 50 s/n 001574 ® 2007 HvdMCAD Soft a Sol 0 LLC Paoe 3 Summary for Subcatchment 1: To Lake Runoff = 2.00 cfs @ 12.15 hrs, Volume= 9,264 cf, Depth= 0.38" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hire Type It 24 -hr 2 -year (2.70") Rainfall=2.70" 13,695 98 Roof 13,630 98 Bitummous/Concrete Drive 8,830 85 Gravel Drive 268,395 Pervious Area 27,325 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (") (ft/sec) (cfs) 16.9 300 0.0567 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 1.4 325 0.0635 3.78 Shallow Concentrated Flow, 18.3 625 Total Summary for Subcatchment 2: To Wetland Runoff = 1.19 cfs @ 12.13firs, Volume= 4,811 cf, Depth= 0.44" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs. dt= 0.01 him Type II 24 -hr 2 -year (2.70") Rainfall=2.70" 5,352 98 Roof 4,585 98 Trail 3,222 98 Concrete 5,150 85 Gravel 8,872 85 Wetland 103,173 61 >75% Grass cover. Good HSG B 130,354 67 Weighted Average 117,195 Pervious Area 13,159 Impervious Area Tc Length Slope Velocity Capacity Description in) (feet) (ft/ft) (fusec) (cfs) Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 081227 Existing Type 1124 -hr 10 -year (4.10h Rainfalh-4.10" Prepared by Plowe Engineering, Inc. Printed 1/812009 Hyd oCADS 850 s/ 001574 C20)7HvdroCADSoftwareSolutionsLLC Paae 4 Time span=0.00-150.00 hm, dt=0.01 hm, 15001 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Dyn-Scor-Ind method - Pond routing by Dyn-Star-Intl method Subcatchment 1: To Lake Runoff Area=295.720 sf 9.24%Impervious Runoff Depth=1.09" Flow Length=625' Tc=18.3 min CN=65 Runoff=Tfst ds 26,787 cf Subcatchment 2: TO Wetland Runoff Area=130.354.! 10.09%Impervmus Runoff Deplh=1.21- FlowLenglh=300 Slope=0.05207 Tc-17.5mm CN=67 Runoff=4.05cfs 13,109cf Total Runoff Area = 426,074 at Runoff Volume = 39,896 cf Average Runoff Depth =1.12" 90.50% Pervious = 385,590 sf 9.50% Impervious = 40,484 sf 081227 Existing Type 1124 -hr 10 -year (4.10') Rainfall=4.10" Prepared by Plowe Engineering, Inc. Printed 11812009 Hvd oCAD& a 50 sl 001574 ® 2007 Hvd CAO So S 1 h LLC Pape 5 Summary for Subcatchment 1: To Lake Runoff = 7.84 cfs Q 12.13 hrs, Volume= 26,787 cf. Depth= 1.09" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Type II 24 -hr 10year (4.10") Rainfall=4.10" Area (st) CN Description 13,695 98 Roof Roof ` 13,630 98 Bituminous/Concrete Drive 8,830 85 Gravel Drive 98 259,565 61 >75%Grass cover, Good HSGB 295,720 65 Weighted Average 8,872 268,395 Pervious Area 27,325 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (R1sac) (cfs) 16.9 300 0.0567 0.30 Sheet Flow, Grass: Short n=0.150 P2=2.70- 2=2.70`1.4 1.4325 0.0635 3.78 Shallow Concentrated Flow, Grassed Watervrav Kv— 15.0 fos 18.3 625 Total Summary for Subcatchment 2: To Wetland Runoff = 4.05 cfs Q 12.11 hrs, Volume= 13,109 cf, Depth= 1.21" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, d1= 0.01 hrs Type II 24 -hr 10 -year (4.10") Rainfall=4.10" 5,352 98 Roof 4,585 98 Trail 3,222 98 Concrete 5,150 85 Gravel 8,872 85 Wetland 130,354 67 Weighted Average 117,195 Pervious Area 13,159 Impervious Area Tc Length Slope Velocity Capacity Description (min) fleet) (RR) (flisec) (cis) 17.5 300 0.0520 0.29 Sheet Flow, Grass: Short n=0.150 P2=2.70" 081227 Existing Type 11 24 -hr 100 -year (6.10) Rainfall=6.10" Prepared by Plows Engineering, Inc. Printed 1/8/2009 HYdfoCADS B.W s/n 001574 02007 HydroCAD Software solutions LLC Pace 6 Time span=0.00-150.00 Inns, dt=0.01 hrs, 15001 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Scor-Ind method Subcalchment l: To Lake Runoff Area=295,720 sf 9.24% Impervious Runoff Depth=242" Flow Length=625' Tc=18.3 min CN=65 Runoff -18.88 cis 59,743 cf Subcatchment2: To Wetland Runoff Area=1W,354 sf 1009%lmpewious Runoff Depth=2.61" Flow Length=300' Slops=0.0520'r Tc=17.5 min CN=67 Runoff=9.25 cfs 26,306 cl Total Runoff Area=426,074sf Runoff Volume= 88,048 d Average Runoff Depth=2.48" 90.50%Pervious=385,590sf 9.50%Impervious=40,484sf 061227 Existing Type 1124 -hr 100 -year (6.10) Rainfall --6.10" Prepared by Plowe Engineering, Inc. Printed 1/8/2009 Hv4 CADS 8 W s 001574 02007 Hv&OCAD Software Solutions LLC Paae 7 Summary for Subcatchment 1: To Lake Runoff = 18.88 cfs @ 12.12 Inns, Volume= 59,743 cf, Depth= 2.42" Runoff by SCS TR -20 method, UH=SCS. Time Span= 0.00-150.00 hrs, dt= 0.01 him Type 11 24 -hr 100 -year (6.10") Rainfalt-6.10" 13,695 98 Roof 13,630 98 Bituminous/Concrete Drive 8,830 85 Gravel Ddve 259,565 61 >75% Grass cover, Good HSG B 295,720 65 Weighted Average 268,395 61 Pervious Area 27,325 67 Impervious Area Tc Length Slope Velocity Capacity Description 6.9 300 0.0567 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 1.4 325 0.0635 3.78 Shallow Concentrated Flow. 18.3 625 Total Summary for Subcatchment 2: To Wetland Runoff = 9.25 cfs @ 12.11 hrs, Volume= 28,306 cf, Depth= 2.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 his, dt= 0.01 him Type II 24 -hr 100 -year (6.10") Rainfall=6.10" ` 5,352 98 Roof 4,585 98 Trail 3,222 98 Concrete ` 5,150 85 Gravel ` 8,872 85 Wetland 103,173 61 >75% Grass cover. Good HSG B 130,354 67 Weighted Average 117,195 Pervious Area 13,159 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f if) (Blsec) refs) 17.5 300 0.0520 0.29 Sheet Flow, Grass: Short n=0.150 P2--2.70" O O O O To Prttment Direct to t retention Direct to Lake To Wetland Aip �2P Pre-treatment Bioretention Subcat Reach on Link Drainage Diagram for 081227 Proposed Prepared by Plowe Engineering, Inc., Printed 1/12/2009 HydroCAD® 8.50 s/n 001574 0 2007 HydroCAD Software Solutions LLC 081227 Proposed Type 11 24-hr 2-year (2.70y Rainfall--2.70' Prepared by Plowe Engineering, Inc. Printed 1/12/2009 HvdroCHD06 50 sm 001574 ® 2007 Hvtl oCAD Sotlwar Sd ti LLC Page 2 Time span=0.00-150.00 hm, dt=0.01 hm. 150D7 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Scor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1: To Pretreatment Runoff Area=153,535sf 33.88%Impervious Runoff Depth=0.77 Flow Length=275' Tc=7.3 mn CN=74 Runoff=4.19 ds 9,262 d Subcatchment 2: Direct to Bioretention Runoff Area=80,557d 11.31%Impervious Runoff Depth=0.38' Flow Length=205' Slope=0.10757 Tr-9.7 min CN=65 Runoff=0.81 ds 2,524 d Subcatchment 3: Direct to Lake Runoff Area=125.767 sf 12.07%Impervious Runoff Depth=0.38' Flow Length=195' Slope=0.1850 7 Tc-7.5 min CN=65 Runoff-1.42 ds 3,940 d Subcatchment4: To Wetland Runoff Area=66.266st 17.86%Imperwous Runoff Depth=o.59' Flaw Length=255' To8.0 gen CN=71 Runoff=-1.W ds 3,281 d Pond 1P: Pre-treatment Peak Elm=913.28' Storage=10,815 Cl Infi w--4.19 ds 9,262d Ouffl w-3.41 ds 9,262 d Pond 2P: Bioretention Peak Elev=903.16 Storage=7,190 d InOa.=4.21 ds 11,785 d Outflow=0.13ds 11,785d Total Runoff Area= 426,125 sf Runoff Volume =19,007 cf Average Runoff Depth= 0.54" 79.32 % Pervious = 337,988 sf 20.68 % Impervious = 88,137 sf 081227 Proposed Type 1124 -hr 2 -year (2.70y Rainfall=2.70" Prepared by Plowe Engineering, Inc. Printed 1/1212009 HydraCADS 850 ern Om 574 @2007HYdroCADSo Sol.fiomLLC Pace 3 Summary for Subcatchment 1: To Pretreatment Runoff = 4.19 cfs @ 12.00 hrs, Volume= 9,262 cf. Depth= 0.72" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -year (2.7(") Rainfall=2.70' " 18,180 98 Roof ' 11,590 98 Driveway ' 17,950 98 Road ' 1,600 98 Trail ' 2,695 100 Water 101,520 61 >75% Grass cover, Good HSG B 153,535 74 Weighted Average 101,520 Pervious Area 52,015 Impervious Area Tc Length Slope Velocity Capacity Descnption 6.0 105 0.0914 0.29 Sheet Flow, Grass: Short n=0.150 P2=2.70" 1.3 170 0.0200 2.12 Shallow Concentrated Flow, Summary for Subcatchment 2: Direct to Bioretention Runoff = 0.81 cfs @ 12.04 hrs, Volume= 2,524 cf, Depth= 0.38" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -year (2.70") Rainfall=2.70" ' 1,234 98 Roof ' 7,875 98 Bituminous/Concrete Dnve 71,448 61 >75% Grass cover, Good HSG B 80,557 65 Weighted Average 71,448 Pervious Area 9,109 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (full) (ft/sec) (cfs) 9.7 205 0.1075 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" Summary for Subcatchment 3: Direct to Lake Runoff = 1.42 cfs @ 12.01 hrs, Volume= 3,940 cf, Depth= 0.38" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Type 1124 -hr 2 -year (2.70") Rainfall=2.70' ' 6,235 98 Roof ' 8,940 98 Bituminous/Concrete Drive 110 592 61 >75% Grass cover, Good HSG B 125,767 65 Weighted Average 110,592 Pervious Area 15,175 Impervious Area Tc Length Slope Velocity Capacity Description 7.5 195 0.1850 0.43 Sheet Flow, Grass: Short n=0.150 P2=2.79' Summary for Subcatchment 4: To Wetland Runoff = 1.38 cfs @ 12.01 hrs, Volume= 3,281 cf, Depth= 0.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dl= 0.01 hrs Type 11 24 -hr 2 -year (2.70") Rainfall=2.70" 081227 Proposed Type II 24 -hr 2 -year (2.70' Rainfall=2.70" Prepared by Plows Engineering, Inc. Printed 1/12/2009 HydroCAD®a 50 stn 001574 0 2007 Hydr CAD Sonw 5 ti LLC Paan 4 ' 5,738 98 Roof ' 1,650 98 Drive ' 4,450 98 Bituminous ' 8,872 85 Wetland 45,556 61 >75% Grass cover. Good HSG B 66,266 71 Weighted Average 64,428 Pervious Area 11,838 Impervious Area Tc Length Slope Velocity Capacity Description 7.3 125 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.70" 0.7 130 0.0384 2.94 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 8.0 255 Total Summary for Pond 1P: Pre-treatment Inflow Area = 153,535 sf, 33.88% Impervious, Inflow Depth = 0.72" for 2 -year (2.70") event Inflow = 4.19 cfs @ 12.00 his, Volume= 9,262 cf Outflow = 3.41 cfs @ 12.05 hrs, Volume= 9,262 cf, Atten= 19%, Lag= 2.9 min Primary = 3.41 cis @ 12.05 hrs, Volume= 9,262 d Routing by Dyn-Scor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Starting Elev= 913.00' Surf.Area= 3,817 at Storage= 9,706 d Peak Elev-- 913.28'@ 12.05 hrs Surf.Area= 4,130 sf Storage= 10,815 d (1,109 d above start) Plug -Flow detention time= (not calculated: initial storage "cedes outflow) Center -of -Mass det. time= 11.8 min ( 883.5 - 871.6 ) Volume Invert Avail.Stoma a Storage Description #1 908.00' 22,640 d Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Ares Inc.Stora Cgm.Store (feet) (sq -ft) (cubic -feet) (cubic -feet 908.00 647 0 0 910.00 1,554 2,201 2,201 912.00 2,695 4,249 6,450 914.00 4,939 7,634 14,084 915.00 6,165 5,552 19,636 915.50 6,650 3,204 22,840 Device Routing Invert Outlet Devices #1 Device 2 913.OP 27.0" Hors. Orifice/Grate Limited to weir flow C= 0.600 #2 Primary 910.00' 12.0" x 149.0' long Culvert Ke= 0.500 Outlet Invert= 902.00' S= 0.0537r Cc- 0.900 n= 0.012 Primary OutFlow Max=3.40 ds @ 12.05 hrs HW=913.28' TW=902.29' (Dynamic Tailwater) t.2=Culvert (Passes 3.40 ds of 6.30 ds potential flow) 1=06ficelGrate (Weir Controls 3.40 ds @ 1.73 fps) Summary for Pond 2P: Bioretention Inflow Area = 234,092 sf, 26.11% Impervious, Inflow Depth = 0.60" for 2 -year (2.70") event Inflow = 4.21 ch; @ 12.05 hrs, Volume= 11,785 d Outflow = 0.13 cfs @ 17.97 hrs, Volume= 11.786d, Atten= 97%, Lag= 355.8 min Primary = 0.13 ds @ 17.97 hrs, Volume= 11,786 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev-- 903.16'@ 17.97 hrs Surf.Area= 7,037 at Storage= 7,190 d Plug -Flow detention time= 846.8 min calculated for 11,785 d (100% of inflow) Center -of -Mass del. time= 846.8 min ( 1,737.3 - 890S) Volume Invert Avail.Stora a Storage Description #1 902.00' 27,731 d Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (SQ -11) (cubic -feet (cubic -feet) 902.00 5,408 0 0 904.00 8,228 13,636 13,636 905.00 9,808 9,018 22,654 905.50 10,500 5,077 27,731 Device Routing Invert Outlet Devices #1 Device 4 902.00' 0.500 in/hr Exfiltration over Surface area 92 Device 4 903.00' 4.0" Vert. Orifice/Grate C= 0.600 #3 Device 4 904.40' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #4 Primary 900.00' 15.0" x 25.0' long Culvert Ke= 0.500 Outlet Invert= 899.90' S= 0.0040'r Cc- 0.900 n= 0.013 081227 Proposed Type 11 24 -hr 2 -year (2.70) Rainfall=2.70" Prepared by Plowe Engineering, Inc. Printed 1/12/2009 H a CAGB a 50 1001574 0 2007 Hvd CAD S m SdulwsLLC Pao. 5 ZZPrimary OutFlow Max=0.13 cfs @ 17.97 hrs HW=903.16' (Free Discharge) Culvert (Passes 0.13 cfs of 9.40 cfs potential flow) �1=Exfiltralion (Exfiltration Controls 0.08 cfs) 2=0rifice/Grate (Orifice Controls 0.05 cfs @ 1.34 fps) 3--Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 081227 Proposed Type 1124 -hr 10 -year (4.101 Rainfall=4.10" Prepared by Plowe Engineering, Inc. Printed 1/12/2009 H tl CAM850 on W1574 ®2007H droCAD Software Solutions LLC Paoe6 Time span=0.00-150.00 hrs, dt=0.01 hrs, 15001 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Scor-Intl method Subcatchmentl: To Pretreatment Runoff Area=153,535sf 33.885kImpervious Runoff Depth=167" Flow Length=275' Tc=7.3min CN=74 Runoff=10.03c1s 21,368cf Subcatchment2: Direct to Bioretention Runoff Nea=80.5575( 11,31%Impervious Runoff Depth=1.09" Flow Length=205' Stupe=0.1 W5'f Tc=9.7 min CN=65 Runoff=2.97 cls 7,297 cf S u bcatchment 3: Direct to Lake Runoff Area=125,7675112.07%Impervious Runoff Depth=1.09' Flay Length -195' Slope=0.1850 7 Tc=7.5 min CN=65 Runoff=5.10 cfs 11,392 cf Subcatchment4: To Wetland Runoff Nea=66.266sf 17.86%Impervious Runoff Depth=146" Flaw Length=255' Tc=8.0 min CN=71 Runoff=3.67 cfs 8079 cf Pond 1P: Pre-treatment Peak Elev=913.1W Storage=12,381 cf Inflm=10.03 cis 21,368 of Outflov -6.70 cls 21,W8 cf Pond 2P: Bioretention Peak Etev=9D4.17' Slomge=15,090 of Ineow-9.64 cis 28.665 d Oulllov-0.52 cfs 20,666 cf Total Runoff Area = 426,125 sf Runoff Volume = 48,136 cf Average Runoff Depth =1.36" 79.32%Pervious=337,988sf 20.68%Impervious=88,1370 081227 Proposed Type 1124 -hr 10 -year (4.10) Rainfall=4.10" Prepared by Plowe Engineering, Inc. Printed 1/12/2009 Ht CAD®850 s/n 00157402007 HvdmCAD Softwxe Solutions LLC _ Paae7 Summary for Subcatchment 1: To Pretreatment Runoff = 10.03 cfs @ 11.99 his, Volume= 21,368 cf. Depth= 1.67" Runoff by SCS TR -20 method, UH=SCS, Time Span= O.OD-150.00 hrs, dt= opt hrs Type 11 24 -hr 10 -year (4.10") Rainfall=4.10" 18,180 98 Roof 11,590 98 Driveway ' 17,950 98 Road 1,600 98 Trail 2,695 100 Water 101,520 61 >75% Grass cover, Good, HSGB 153,535 74 Weighted Average 101,520 Pervious Area 52,015 Impervious Area Tc Length Desorption 6.0 105 0.0914 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 1.3 170 0.0200 2.12 Shallow Concentrated Flow, 7.3 275 Summary for Subcatchment 2: Direct to Bioretention Runoff = 2.97 cfs @ 12.02 hrs, Volume= 7,297 cf, Depth= 1.09" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150,00 hrs, dt= 0.01 hrs Type II 24 -hr 10-year(4.10") Rainfall=4.10" Area IV) CN Description " 1,234 98 Roof ' 7,875 98 Bituminous/Concrete Drive 71,448 61 >75% Grass cover, Good HSG B 80,557 65 Weighted Average 71,448 Pervious Area 9,109 Impervious Area Tc Length Slope Velocity fin) (feet) (f1/0) (ft/sec) 9.7 205 0.1075 0.35 Description Sheet Flow, Grass: Short n= 0.150 P2= 2 70" Summary for Subcatchment 3: Direct to Lake Runoff = 5.10 cfs @ 12.00 hrs, Volume= 11,392 d, Depth= 1.09" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 his, dt= 0.01 hrs Type II 24 -hr 10 -year (4.10") Rainfall=4.10" ' 6,235 98 Roof ' 8,940 98 Bitummous/Concrete Drive 110,592 61 >75% Grass cover. Good HSG B 125,767 65 Weighted Average 110,592 Pervious Area 15,175 Impervious Area Tc Length Slope Velocity Capacity Description 7.5 195 0.1850 0.43 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" Summary for Subcatchment 4: To Wetland Runoff = 3.67 cis @ 12.00 hrs, Volume= 8,079 cf, Depth= 1.46" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -year (4.10") Rainfall=4.10" 081227 Proposed Type 1124 -hr 10 -year (4. f 0' Rainfall --4.10" Prepared by Plowe Engineering, Inc. Panted 1/12/2009 Hydr.CAD®a 50 u,001574 @2007HvdroGADSri S 1' LLC Page 8 ' 5,738 98 Roof ' 1,650 98 Drive ' 4,450 98 Bituminous ' 8,872 85 Wetland 45,556 61 >75% Grass cover, Good HSG B 66,266 71 Weighted Average 54,428 Pervious Area 11,838 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) M111) ((Usec) (cfs) 7.3 125 0.0800 0.28 Sheet Flow, GrassShort n=0.150 P2=2.70" 0.7 130 0.0384 2.94 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps _ 8.0 255 Total Summary for Pond 1 P: Pre-treatment Inflow Area = 153,535 sf, 33.88% Impervious, Inflow Depth = 1.67" for 10 -year (4.10") event Inflow = 10.03 cfs @ 11.99 hrs, Volume= 21,368 of Outflow = 6.70 ch; @ 12.06 hrs, Volume= 21,368 of, Alien= 33%, lag= 4.2 min Primary = 6.70 cfs @ 12.06 hrs, Volume= 21,368 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Starting Elev-- 913.00' Surf.Area= 3,817 sf Storage= 9,706 cf Peak Elev= 913.64' @ 12.06 hrs Surf.Area= 4,536 sf Storage= 12,381 cf (2,675 cf above start) Plug -Flow detention time= 248.1 min calculated for 11,662 cf (55% of inflow) Center -of -Mass det. time= 9.2 min 1854.8 - 845.5 ) Volume Invert Avail Storage Storage Description - #1 908.00' 22,840 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation SUd.Area Inc.Store Cum.Stom (feet) (sq -fit (cubic -feet) (cubic -feet) 908.00 647 0 0 910.00 1,564 2,201 2,201 912.00 2,695 4,249 6,450 914.00 4,939 7,634 14,084 915.00 6,165 5,552 19,636 915.50 6,650 3,204 22,840 Device Routing Invert Outlet Devices - #1 Device 2 913.00' 27.0" Hors. Orifice/Grate Limited to weir flow C= 0.600 #2 Primary 910.00' 12.0" z 149.0' long Culvert Ke- 0.500 Outlet Invert= 902.00' S= 0.0537'f Cc= 0.900 n= 0.012 Primary OutFlow Maz-6.70 cis @ 12.06 hrs HW=913.64' TW=903.11' (Dynamic Tailwater) 'L2=Culvert (Inlet Controls 6.70 cfs @ 8.53 fps) 1=Orifice/Grate (Passes 6.70 cis of 11.84 cis potential flow) Summary for Pond 2P: Bioretention Inflow Area = 234,092 sf, 26.11% Impervious, Inflow Depth = 1 4T' for 10 -year (4.10") event Inflow = 9.64 cfs @ 12.03 hrs, Volume= 28,665 of Outflow = 0.52 cis @ 14.19 hrs, Volume= 28,666 cf, Men= 95%, Lag= 129.3 min Primary = 0.52 cis @ 14.19 hrs, Volume= 28,666 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev- 904.17'@ 14.19 hrs Surt.Area= 8,503 at Storage= 15,090 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 555.9 min ( 1,415.7 - 859.8 ) Volume Invert Avail Storage Storage Description #1 902.00' 27,731 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Area Inc.Slore Cum.Store (feel) (sq -ft) (cubic -feet) (cubic -feet) 902.00 5,408 0 0 904.00 8,228 13,636 13,636 905.00 9,808 9,018 22,654 905.50 10,500 5,077 27,731 Device Routino Invert Outlet Devices #1 Device 4 902.00' 0.500 in/hr Eir iltration over Surface area #2 Device 4 903.00' 4.0" Vert Orifice/Grate C=0.600 #3 Device 4 9134.40' 4.0' long Sharp -Crested Rectangular Weir 2 End Contractions) #4 Primary 900.00' 15.0" z 25.0' long Culvert Ke= 0.500 Outlet Invert= 899.90' S= 0.00407 Cc= 0.900 n= 0.013 081227 Proposed Type 1124 -hr 10 -year (4.10") Rainfall=4.10" Prepared by Plowe Engineering, Inc. Printed 1/12/2009 HydroCADOB.M sl 001574 C 2007 HYdroCAD Software Solutions LLC Paas 9 PrimOutFlow Max=0.52 cfs @ 14.19 him HW=904.17' (Free Discharge) t 4=aCury Wert (Passes 0.52 cfs of 11.13 C15 potential flow) �1=Exflltration (ExrAtration Controls 0.10 cfs) 2=OrificelGmte (Orifice Controls 0.42 cfs @ 4.83 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 081227 Proposed Type 1124 -hr 100 -year (6.10') Rainfall=6.10" Prepared by Plowe Engineering, Inc. Printed 111212009 H droC- 850 stn 001574 C 2007 Hvd CAD Softwa Sol G LLC P... 10 Time span=0.00-150.00 hrs, dt=0.01 hrs, 15001 points Runoff by SCS TR -20 method, IJH=SCS Reach routing by Dyn-Scor-Ind method - Pond routing by Dyn-Scor-Ind method Subcatchment l: TO Pretreatment Runoff Area=153.535sf 33.88%Impervious Rurwff Depth=3.27- FlaxLength=275' Tc=7.3 min CN=74 Runoff=19.55 ds 41,827d Subcalchment2: Direct to Bioretention Runoff Area=80,557sf 1131%Impervious Runoff Depth=2.42" Flow Length=205 Slope=0.1075 Y Tc=9.7 min CN=65 Ruwff=8.%ds 16.274 cf Subcatchment 3: Direct to Lake Runoff Area=125.767sf 12.07%Impervious Runoff Depth=2.42 Flow Length=195' Slope=0.1850'! Tc=7.5min CN=65 Runoff=11.83ds 25.408cf Subcatchment 4: To Wetland Runoff Area=66,266sf 17.86%Impervious Runoff Depth=2.98- Flow Length=255' Tc=8.0 min CN=71 Runoff=7.52 ds 16454 d Pond 1P: Pre-treatment Peak Elev=914.74'Storage=18,096d Inflow=19.55cfs 418274 Outflow=7.79 ds 41,827d Pond 2P: Bloretention Peak Elev=905.03' Storage=22.9654 Inku--14.52ds 58,102cf Outflow --7.05 4s 58.103 d Total Runoff Area = 426,125 sf Runoff Volume = 99,963 cf Average Runoff Depth = 2.82" 79.32% Pervious = 337,988 sf 20.68% Impervious = 88,137 sf 081227 Proposed Type 11 24 -hr 100 -year (6.10") Rainfal1=6.10' Prepared by Plowe Engineering, Inc. Printed 1/12/2009 Hyd oCAD®e 50 sin001574 02007 HydroCAD Softwam Solutions LLC Pane 11 Summary for Subcatchment 1: To Pretreatment Runoff = 19.55 cfs @ 11.99 hrs, Volume= 41,827 cf, Depth= 3.27" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -year (6.10") Rainfall=6.10" 18,180 98 Roof 11,590 98 Driveway 17,950 98 Road 1,600 98 Trail 2,695 100 Water 153,535 74 Weighted Average 101,520 Pervious Area 52,015 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (flhf) (fuses) (cfs) 6.0 105 0.0914 0.29 Sheet Flow, 15,175 Impervious Area Grass: Short n= 0.150 P2= 2.70" 1.3 170 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterwav Kv-- 15.0 fos 7.3 275 Total Summary for Subcatchment 2: Direct to Bioretention Runoff = 6.96 cfs @ 12.02 hrs, Volume= 16,274 cf, Depth= 2.47' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Type 1124 -hr 100 -year (6.10") Rainfall=6.10" Area (sff CN Description ' 1,234 98 Roof 7,875 96 Bituminous/Concrete Drive 71,448 Pervious Area 9,109 Impervious Area Tc Length Slope Velocity Capacity Description lin) (feet) (f tf) (fusec) (cfs) 9.7 205 0.1075 0.35 Sheet Flow, Gress: Short n=0.150 P2=2.70" Summary for Subcatchment 3: Direct to Lake Runoff = 11.83 cfs @ 11.99 hrs, Volume= 25,408 cf, Depth= 2.42" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -year (6.10") Rainfall=6.10" ` 6,235 98 Roof ` 8,940 98 Bituminous/Concrete Drive 110,592 61 >75% Grass cover, Good HSG B 125,767 65 Weighted Average 110,592 Pervious Area 15,175 Impervious Area Tc Length Slope Velocity Capacity Description 7.5 195 0.1850 0.43 Sheet Flow, Grass: Short n=0.150 P2= 2.70" Summary for Subcatchment 4: To Wetland Runoff = 7.52 cis @ 12.00 hrs, Volume= 16,454 cf, Depth= 2.98" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-150.00 hrs, df-- 0.01 hrs Type 11 24 -hr 100 -year (6.10") Rainfall=6.10" 081227 Proposed Type /124 -hr 100 -year (6.10') Raintall=6.10' Prepared by Plows Engineering, Inc. Printed 1/12/2009 Hytl oCAD®e 50 sin 001574 0 2907 Hvd oCAD Sollware SolulJons LLC P 12 ' 5,738 98 Roof ' 1,650 98 Drive ' 4,450 98 Bituminous ' 8,872 85 Welland 45.556 61 >75% Grass cover, Good HSG B 66,266 71 Weighted Average 54,428 Pervious Area 11,838 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /f) (Msec) (CIS) 7.3 125 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2= 2.70" 0.7 130 0.0384 2.94 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fps 8.0 255 Total Summary for Pond 1 P: Pre-treatment Inflow Area = 153,535 sf. 33.88% Impervious, Inflow Depth = 3.27" for 100 -year (6.10') event Inflow = 19.55 cfs @ 11.99 hrs, Volume= 41,827 cf Outflow = 7.79 cfs @ 12A0ms, Volume= 41,827 cf. Allen= 60%, Lag= 6.9 min Primary = 7.79 cfs @ 12.10 hrs, Volume= 41,827 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Starting Elev= 913.00' Sud.Ama= 3,817 sf Storage= 9,706 cf Peak Elev= 914.74'@ 12.10 hrs Surf.Area= 5,851 sf Storage= 18,096 cf (8,390 cf above start) Plug -Flow detention time= 144.1 min calculated for 32,119 cf (77% of inflow) Center -of -Mass del. time= 10.8 min ( 836.9 - 826.1 ) Volume Invert A ail Storage Storage Description #1 908.00' 22,840 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Ama Inc.Stom Cum.Store (feet) (sq -ft) (cubio-feet) (cubic -feet) 908.00 647 0 0 910.00 1,554 2,201 2,201 912.00 2,695 4,249 6,450 914.00 4,939 7,634 14,084 915.00 6,165 5,552 19,636 915.50 6,650 3,204 22,840 Device Routing Invert Outlet Devices #1 Device 2 913.00' 27.0" Horm Orifice/Grate Limited to weir flow C= 0.600 #2 Primary 910.00' 12.0" x 149.0' long Culvert Ke= 0.500 Outlet Invert= 902.00' S= 0.0537'r Cc�- 0.900 n= 0.012 Primary OutFlow Max=7.79 cls @ 12.10 hrs HW=914.74' TW=904.35' (Dynamic Taihvater) L2=Culvert (Inlet Controls 7.79 cis @ 9.92 fps) t1=Orifice/Grate (Passes 7.79 cfs of 25.28 cfs potential flow) Summary for Pond 2P: Bioretention Inflow Area = 234,092 5L 26.11% Impervious, Inflow Depth = 2.98" for 100 -year (6.10") event Inflow = 14.52 cis @ 12.02 hrs, Volume= 58,102 cf Outflow = 7.05 cfs @ 12.54 hrs, Volume= 58,103 cf, Allen= 51 %, lag= 30.9 min Primary = 7.05 cfs @ 12.54 hrs, Volume= 58,103 cf Routing by Dyn-Slur-Ind method, Time Span= 0.00-150.00 hrs, dt= 0.01 hrs Peak Elev= 905.03' @ 12.54 firs Surf.Area= 9,852 sf Storage= 22,966 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 362.2 min ( 1,202.5 - 840.4 ) Volume Invert Avail Storage Storage Description #1 902.00' 27,731 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sud.Aree Inc.Slore Cum.Store (feet) (SQ -ft) (cubic -feet) (cubic -feet) 902.00 5,408 0 0 904.00 8,228 13,636 13,636 905.00 9,808 9,018 22,654 905.50 10,500 5,077 27,731 Device Routing Invert Outlet Devices #1 Device 4 902.00' 0.500 in/hr Exfiflration over Surface area #2 Device 4 903.00' 4.0" Vert Orifice/Grate C= 0.600 #3 Device 4 904.40' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #4 Primary 900.00' 15.0" x 25.0' long Culvert Ke= 0.500 Outlet Invert= 899.90' S= 0.0040 'f Cc= 0.900 n= 0.013 061227 Proposed Type 1124 -hr 100 -year (6.10) Rainfall=6.10" Prepared by Plowe Engineering, Inc. 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OWN p ¢6 yin s3 � 9 pYH y� F552 F �qc a q9g i$ee Yp � I -IS iii aeN pY I$39_�$IY3e�rip"e I � A I: Ya gs 5_-y It I ii $pb� :ia 44 a 5 R! 2 I3 3_ — � e 4 va A P 'i E it 5 3 L i i aIt 3R o 4� v r av °: • _ 9e A fill It I ` n € - E 5e;e I i;:!2 -: s I :- _ w _ 5 •— - e r I s s 2 I si a Pt i ip d; j is 3e 7 y3 e° hal °c Pit C 3` IBM fr FP - i v ° I jj tv^ s ! p i•'i W Y � €i Vf yy }} H € O v � 4 4 }e. 11 } �=5f j��# E - � A Ya g�gE i efe a6 �� �Y F 4 4 }e. } �=5f j��# E - � A Ya g�gE i efe a6 �� �Y F E 4 4 }e. } �=5f j��# E - ��- � I t S4: pF'iivE�i� s,3 r s EXHIBIT A Alternate Driveways - lots 1 & 2 NORTH EXISTING " HOUSE � (TO REMAIN) v_ A N 0 25 50 1 INCH = 50 FEET 2 �O I Shared driveway configuration chosen over individual driveways: (1) Reduce impervious surface (2) Reduce tree impacts Jan. 15, 2009 BOUNDARY & TOPOGRAPHIC SURVEY i ar spiw_.\ -for- ALOYSIUS KLINGELHU7Z "60'¢ LEGAL DESCBIPTIONSAS PROVIDED �a,� \ \ \ ORIENTA ON D THIS BEARING 6 S EM d'H ti ed' d - .r \ BASED ON THE CARPER COUNTY COORDINATE -_T I DESCRIPTION �e s�<�3°' eo ad �/ 7ILe,117 -- _ w I \ SYSTEM. NAD 83 (1986 ADJ.) A CM1 ha dren Hills 1st Addition as recwdetl in the R lrar of Tltl sty, Atnnesota also d egha - inducing, that 1�, °°y9G�Q �'/ I _ v o -. .. f Government Lot 3 n Section 14 Townshp 116. Funge 23, lyingwesterly f ui iedy 245.00 Leet of sad Gwernmmt Lot 3 � ° °eV,i�` '" ars, ;'e oy]; t ly of the following described brie. Cornmeal at the Northt over of the Northeast 1/4 o1 Section 23, TowneAp 116 ear 4.4 .��q4e�( of / 4� " •- _ - � +•: - 1�.' \ BENCHMARK: MN/OOT GEOOEIC STA. /3716 --yz 23, thence on on assumed hearing of S 6B' 11' 38' W along the north line of the Northeast 1/4 of said Section 23. o SA'+PAc4 J // \ /� -- • s \ $1ATIIXJ NAME JON NNDOT { 5 ]_- a st nce of feet to the west Ime of the cost ing of feet of sotl ememment Lot 3, Mance N 2' S> 46' W. along sad west egdv�.ly �1-�a / (ij ; �1 .-_ _ - ELEVATION= 1027.44 (HCVD 29) Ilne.o ac distance of 487.30 feet to the petal of beginning cur the Ilse to be tleacr bed thence N 25. 46' 46 W, a distance of 116-3 Lr �✓• d' .4' R�4 2 __ - - feet to the share tine of Lake Susan, thence frearly along sad share line, to the Intersection point with the west line of the seat owe�£ 1 �' der•. ',efe �' !• dy 1p -M 245M fast of said Government Lot 3 and there terminating All in Carver County, Afmossoter Subject to roads and easements of rs� / retard, AND the easterly 245.00 feel of Government Lal 3 In Section 14, Townshp 116, range 23. ra^ �F /^�! .� % �y0 4s�.`6+' I NORTH +' N yy TRACT 2 DESCRIPTION \4� .99 feet of Thi reality 244are northerly 261.81 feet of the Northeast Charter of the Northeast Quarter of Section 23. Township 116. / Y� Rang. z3, saeteat to the State Highway No tat. d1 m carver Court, Minnesota. s GRAPHIC SCALE TRACT 3 DESCRIPTION / mer a'K4 '� I ( a6 Eo� t �.'` is _ Part of the Northwest Quarter of the Northeast Quarter of Section 24, Townsnp 116. Range 23. Carver County, Minnesota. described m fdlows Beginning at the hiarlhwest corner of the Northwest Quarter of said Section 24 thence an an assumed teodng of South �, b (01 PEST i mi degrutes 43 se minutes t seconds East to .tang the North line to sad ayNumNorthwest Quarter ere.00 feet: thm<e South 25 erverdegrees 26 cup-" *�B ZZ I 11?tw b nubs 43 hal curs that 1211 con feet to the centurions of Stale Highway Number calls Mance westerly .tong sated caned s. along a 1 W_ a�ww�. " I lavb - ea It ,an hercehof 622 curve that s concave 11 the north said curve hanng o canthal angle ee 09 degrees 11 minutes 57 seconds orad us V h to d \, Fahy length of 99.62 feet. h are length of degrees feet. o chore bawng of South 74 degrees er minutes 13 dgent t West and a ded py c t "y�.�' {`o ,1' p,• Imgth of 9962 feet thence South 79 degree 38 minutes 53 secmtls west along sold centedne and tangent [o last desmbee 1A4 .d j' curve 163.44 feet' thence southwesterly along sold cenlerine along o tangential curve that Is concave to the southeast sold curve �P( \ d navm a central n le of 19 de n are 1 hereby certify that this survey, plan g a g grass 36 1 t s 53 seconds o red us length of 131.8] feet o c ImgN of ]9.3B feet Mance i continuing mothilsobery along sold cerate 11 e plem, a compound curve, that is concave to the southeast, said cords having a central - -- I !H report was prepared by me or Under ongd of 52 degrees es minutes 23 sero a atl us th of 11 49fee feet a es length of id No feet a Uard bthenc of South n "1 ewers M�t, m direct Supervision and that I am de degrees mi minutes se secs We West 'enatn of 11249 feet to the Wast line of Said Northwest Quarter, Mance North W `d 3' 2N'.M (at - `,. I y p d o re<wd a point of beginning. This tract tic y and oil yg; a duly Registered Land Surveyor under degrees Ot minutes 33 seconds Wes[ plan -t line 297.33 feat to the s sub t to on 'f' � "'+ easements f+5 1 the lows oMStinnesota. GENEULISM o , ; 1. Fee ownership is vested in (Alaysl s KI -r. Parcel ID Number: 250231610 Address: 8600 WATERS EDGE OR �� s\v , �¢} m h�4 KURT D. NEL 0 _ 9Y -4. - 2. Deveidm Real Kl ng<Inu[z, Address. 9]31 Meadow Lark Ln. CM1anhassen, ury 55317Ctll.- (612) 685 5580 - ,a - - -" ogle 16JAN09 License No. 45356 3. This survey was Prepared without the brnaft of title work Additional easements. restrictions and/or encumbrances may exist other than those shown hereon Survey object to revaon upon receipt of a current title commitment or as attorneys tiale 4. Surveyed Prem -sed shown on this survey map 1s in flood Zone A-2 (area of 100 }ear flood- base flood elevetivnd and flood ';^ -TRACT DECEIVED 1 / - - -'"" ITV OF / •I j a hazard factors determined). ore .,cng to Flood Insurance Rate Mop Community Panel No >at ACR s 270051 0005 8 by the Federal - Emergency Management Agency effector date July 02 1979 -555/ 5. Boundary wed of the i I,eyed premises- 10.21 acres _ t Ms ' / JAN 1 6 6, The Cil of Chanhassen has indicated that the au e tl premises shown an this curve currentlyd RSF Sin Family VA \ z !' / 2005 Y Resden Nal) under the appl cable zoning regulations and that Me current setberve A. s zona (Sings _ 1 M1. '`-•.•-g�$" +a - r"5 a ASSEN PLq _ Sodding: Front 30 reef _ _ w Side 10 feet - Ji N(`i (]' Rear a 30 feel n See Chaar.sem Code of Ortlnances Chapter 20, AR11CiE Xtl. Sec. 20-615 for Lot rer,rearri and setbacks si a�w �14 P . t HP y s Management s 1/4 cacao See Cnanhasaen Code of Ordinances Chapter 20 ARDCLE NI for Shodantl Mana t Disirlct Ordinances, -erne a 1"a w x$ �� .per e. 1 wv x' - _- -vti- .b The Chanhassen City Code of ordinances can be found of tetter.//.ww.<nMannaszm mn.us/'ns d</code himl 3' - /,` V � / n nwm 1 --- - - - For additional information contact the Planning and Zoning Department of the City of Chanhassen at (952) 227-1110. 1 rT '•' i - - 7 ou- - . dw_ �\ - JAAw - r' x hart -w[ 1/4. ., 4 .� .. I`\ s 4.iwE 't ]. The surveyed premises has encase to (Hwy 901, o k a WATERS EDGE Dr.). a public street gra PS -11A-" - :( �T ssc zee rise a 8. Utilities shown hereon are observed Evcawtions were not made during the process of tM1s survey to locate underground - �7� u flea n../r h ^ _ I I �AC'• �n u tube and/or structures The location of underground utilities and/or structures may vary from led.bdns shown hereon and SligR, ile;- I- �3 ` 1.45 A_A� ' O additional underground utilities antl/o structures may be encountered. Contact Gopher State One Call Notification Center at e L _ iP ' �1 ` a (651) 454-0002 far verification of utility lyres and field Iaaaton, Prior to excane len �"\�{ ` ) ( W" e + !C•3� 9. is made c and environmental conditions were not r mare0 ar considered during the Chanes of this survey No statement f \l Is mage concerning theexistent f underground or overhead conte nen w facilities that may affect the use _ e of the surveyetl P yesw development . TRACT • 10. Ime rve tied survey of thison erte was completed December 02. 2008. IRA sar f CT 2 .i'aw moa ark • ; - 3 1.47 ACRES I 3 "F r' ' Sw- _• 'PL'er -_�� , G��• 11. Wstiand de re rt' he KJOLHAI c EN•l ,ERV. r _ ig52J4D' 8757 VICBVTY MAP 1f� �TALi ., , Free// 'Pgxi,,e Zile PA2T OF SEC. 9, 23 E 24. TWP. 16. RNG. 23 ---Dwarf T. a at 1 ^ " a. (� a � / i� kK A r �. ; � .w.�;� a+ "v % I ' LAIC SJSAN SIT r' I I CARVE32 =JN T`T, ~BSMA M SCALD x OPS -D0•Iwtw Thar slow, In Inch...:til. x �rZr Oelated Thee Type :m w. ra dww, C'g�,�sb�gm LEGEND - <. L sv"N1W4323 R las. �<ar'i3 � �i 2' ♦ Denotes Iran Manummt found. As Labeled x( D otea Fire HyNmt j n ' a �at�69,y4 3e aRAwr er xm Y6 w,k 08,01 1"M rz/to/be O Denote. Iron Manammt Set. Monied RLS Nne5356 4 Cereals Apron >1 ♦ d Vice x r E IX 6Y' 11M' QAMItD ❑ .� Donates Carrs County Monument h+.f'� Denotes Exef ng Contour 1 1 >>.. S ® Denotes We6w'-•Dmotea Guy W e \ iD• d v, Dmofse Utility Poll. aOmdt.s Orvhead wind♦ �\ - T 1Adr h cs�v.l •... M Denote. Uhady Bw Denates Wbtram.,` >\ \ • ,urs ® Denotes coal. Box ' Denotes Sanitary Sever \ \ 1pu JI .ices z m Omoted iWepe ye Box Dents Stared 5•wwe \ : tit i� \ win- ® Denotes Sant Sewn Monede D f Ensfng Fn 1 Vert., Gates Bo.m Dedered Gra,w E. C. RUN g SONS, INC. ® Dmltea 61wm hewer Maned. O Donate. Ganar=tie �---- ------- � ' "Ohl Professional land Surveyors Dd Donates Cafe vdw Ower. Rduminoos r'/' . _ I 3n al] Denofee Apph. tree Dwialas Warded de is.1".. cis-__ md..am 255 Hwy. 7 East ' caw ..g Hutchinson, MN 55350 Imposed tot Gree Tel (320)587-2025 APPLE TREE ESTATES PRELIMINARY PLAT LEGAL DESCRIPTIONS TRACT 1 DESCRIPTION Outlet A. , Towerssen Nlis Int Range 23im os reaor,[, .. ;he Registrar of Titles oof Ca Ca.anta. kot 3 a d also including, that port of Gowrmnent lot 3 n Sttt a 14, TownMp er fthe23, last 1/4 of y Section the 23, Toy hip 11 leel o! sold 0nvrie, an Lot 3 and easterly of 5 ' 11' g descried line. oommmciof of Ue Northe st 1 comer of the Northeast I/4 ofof2423, Township 11 a Range 25; a east mon ofeet of bearing rr S 68• Ii' : W. along Me norm line of the ; said wt 1/4 of said Section 23. a distance of prier !eat to me west fee of the east 245.1111 feet of said Government Lot is mince N 2. Ste 46. W. alcmsaid west fine, a distance henc d 48erly7 M feet s the point of to the of the Fina to bed tffi b .. !hence N 25' 46' 46" W. a distance, Old 116.3 teal L1.e the there line of Lake As thence Corot, along sold share Zine, to the and intersection post with d: weal a rt me east feet feet o! sale t Lot In! Let 3 and there ip 116. Iran A9 fn Carver County, M4:nesata. subpcj to roads and easements of record; AND the easterly '<45.00 tee! of Ga.rnmenl Lot } s secpon 14. Township 116. range 23. TRACT 2 DESCRIPTION The easterly 244.99 feet of the northerly 261.81 feel of the Northwest Cuomo pl the Northeast Quarter of Section 23, 70meo, 116, Range 23, aub)ect to the State Highway No 101 dl in Garver County Minnesota. TRA CT 3 DESCRIPTION cwt f the Northwest Quarter of the Northwest 0uorter of Section 24, Township 116, Range 23, Cwwr County, Mlnneeota, aescribee as follows: Beginning at the n arthwest comer of the Northwest Wetter of sale Se 4� etwn 2 thence m an assumed be«m9 of SIli B9 tlegrwain I 4 minutes 43 eecmtls Eo>I swung the North 38 W 'ere of said Northwest Cu d c tari feel thence.riSouth 25 degses 26 minutes 43 a Dods East old cu feel to the Cenral ere le State degrees 11m in 101, thence westerly deng soot centerline along r non tangent 9 wive that ti cmcavb , f norm sad curve hating a central ongle of 09 degrees 11 minutes f57 econ.62 f a radius Soutngthh of deer feet, w are length xt 99 73 lest n Mord benfs9 of and t ge tleto l s 12 minutes or seconds Weal and n chord length d 8962 feet, mance Souon 79 tangential 38 m. tea 53 seconds Kest along ewe ceneld U and haling fe bel described curve 16344 fixer, mince searthwestary rs clan ealtl e mt7 fee aim a ton 11 9 en a turn ilial s concave la IDs e 9 9 mmeast sad c w roWn antral an le of t9 degree. 36 minutee 53 seconds a roars engthg g J scut. d 231.6] feel, then, arc length of h,lw Isel: trenre continuing e23 .. ard..ling sold ,th of 1 ding a t. npound curve. that , cmwL to ire mSouth said curve4 mn a s 37 s angle of 52 0 apes le gth Of 13 ..cards. a e s IeTino o! 12260 feet, our we length of North feel, a M«e bearing cf South 33 degrees 34 minutes }] seconds west, o chord length of inning feet /o the West line of said Northwest erri; thence North DO tlegreen 01 minutes }.} sernntls Wast along saitl West line 297.33 lest to the pont or beginning. This Tract is wpject to any and all ecsemer,is of record. I. fee ownership le lesled In (Aloysius KIngNFutz) Parcel ID Number 250231610 Address: 8600 WATERS EDCE DR.. 2. Developer NOW KlmgeffUU, Address! 9731 Meadow Lark Ln Chson.oxen, MN 55317; Coil (612) 685-55EiD 3- Surve,Oxt Kurt D Nelson, MN Lis No 45356 EG Rud h Sons, Inv, Adreas 255 Hwy J East, Hutchinson, MN 5535. phone: (320) 567-2025; Eni k.wthwllegruecorn 4. Engsew: Craig G SUIIchting, MN Le No 41295. Plows EngF.ewing, Inc, Adbeas 6776 Lake Dmm NE. Suite 110, Lilo Lakez, MN 55014; Phone. (651; 361-82M. Email: waig®plorecom. wetanem DN' cola NJOIAAJG iNNR T ONMEN Al SEANCES LOMpANY Phone:(95 2) 401-8757, b. this survey was prepared without the benefit of title work. Athiti,rd easements, restrictions ane/w encumbrances may exist other than those Mown herein Surety subject to revision upon receipt of a current life commitment w on attorneys title Opinion. 7. Surveyed premises Mown on this surmy map is in Rand Zone A-2 (ores of 10D-yeor flood; bese lions elevations and flood hazard factors determined), acewdsg to flood Insurance Rate Mop Community Prod No. 270051 0005 B by the Federal Emergency Management Agency, eifectiw date .buy 02, 1979. 8. Total boundary area of the surveyed pre then: 10.2± acres. 9. The City of Chanhassen has indcoied that the surni premises Mown on this su wy is currently zoned RSF (Single Family ResidentW) under the applicable zoning regulations, and loot the current setbacks are. Build": Front 30 feel Side = 10 feet Raw 30 feet sxvm.x n INa sus.x- / oscae q q P ro��N aY/y i : i-sp as'a, 1"a, en i _ b ----� --'------' KW5 O�A.l; �. •\5fi� , I S The Chanhassen City Code of ordinances can be found at hitp://www.cl.chanhossm.mn.us/Insure/cone html ` Cstia « addillonal information contact the Pla:dng and Zoning Department at the City of Chanhassen at (952) 227-1110, Denotes Setback Line See Chanhassen Code of Ordinances Chapter 20, ARTCLE Sec. for Lot requpements and swinges- : i-sp as'a, 1"a, en i _ see Channasser. code of Qdnances Chapter 20. ARnCLE Mi. NI, lar Snororl.rd and Management District AtlMancei ----� --'------' O De+oles Iran Monumerl Set Marked RLS No 153M The Chanhassen City Code of ordinances can be found at hitp://www.cl.chanhossm.mn.us/Insure/cone html - f - - -r- --------1 - « addillonal information contact the Pla:dng and Zoning Department at the City of Chanhassen at (952) 227-1110, Denotes Setback Line x urs -NE 1/4. &-at. Prnposed wdermah -a YC 21116 -sl e surveyed premises has access to (Hwy 901, a.k.a. WATERS EDGE Dr.), a public street Dmafes Proposed R. Sex, 1 x'/a cam II ORffNTAnW M THIS BEARING SYSTEM IS BASED ON THE CARVER C011NTY COORDINATE SYSTEM. NAD 83 (1986 ADJ.) \ BENCHMARK: MN/DOT GEODETIC STA. #3716, STATION NAME: JON MNOOT ELEVATION= 102744 IN 29) I � / 1 I I NORTH I ! , I 1 _ i GRAPHIC SCALE m I EN sr I ! )Nen = Bn tt V _ I � I hereby certify tM1al 1b15 sJ.'Vey, pian or report was prepared by me or under my direct supervision and that 1 am a duly Registered Land Surveyor under 1 ! the tows o S t / Innesota. I _ i I I KURT D. EL Dale 16JAN09 License Na. 45356 � I I I I I I CITY CF CHANHASSEN C -L., RECEIVED I I I I ! Z I _ ! ' I d7 I I I I j w !I• 1 ion :K sv ... // cores w Fpe.pn I I -- :,cores174v.x.3"E 133800 ii� r _________ raw 5 are, z,, 1 ere. AJ5 / ` NEM97FI 1 3 7 _ill arelot Mown Hereon ore obswvee. and/or fru x not mode during the process of this survey to locate underground tili Ucs and/« structures. e location enc of ere, Cond uHGOth and/w sVieCooll may wry from Iocat (6 Maven harem and additional mtlerty tap unities and/or on. prior a ce encountered, Cmiad Fer State Q:e Coll Notification t "- Y Gap a cat m Curter of (651) 454-0002 or vwifcation of unity type and fldtl location. prior 'o excawtian. '2 Subsurface and enwermental conditions were not examined Or considered during the Process n1 this avrwy No stufanent Ie mode concerning the existence of underground w overhead carr ioers Or facilities that may affect the used development�o,vf the �suVrvey�e�d/p�[re�mises. 13. The field survey of mus alts was Completed on December 02, 2006. KM1 Pi r k MA 14. chooket Studd District #112. PART OF= SEG 14. 23 E 24, TWP. 16• ANG. 23 Drainage and Utility Easements ore shown Ilius: r5 ti 5 o II Being 5 feet In width, unless otherwise indicated. dna aajinng Int lines, and 10 fast in width and adjoining sheet Imes, on mown an the plat. CARVER COINTY. WAZOTA M SCALD 5 l! of k -- li II i8n lean seer k U' I P Is 01 Z p 9,@N Sa l ___________.'ul I,,-- -1489'4373'W 245.00 www: -•S \i Zpop Ye. Il. T. e. R.2: JAN 1 6 2009 CHANHASSEN PLANNING DEPT 185 Ac. tom! It Haw EY1515% agn 4 Harr r.1 y..e• - t3,'E61� - - ♦)b� V1 pyAµN gY: xW "N¢ pA9aRP DA )F. 12/05 OEQ Br: KON s`.NEDO ._.,. �., ., ., .. • ., 1 a" _ N0.I DAR I CESYfti)NYI I BY WA RIIO a SOBS. INC. Professional Land Surveyors www.egrud.com 255 Hwy. 7 East Hutchinson, MN 55350 Td (310) 587-2025 LEGEIIA • Perot. Iran Mmumml Found, As tobdad O De+oles Iran Monumerl Set Marked RLS No 153M Denotes Cb,w r County Mawment --- Denotes Setback Line . &-at. Prnposed wdermah -a Dmotn Proposed San;lary!www »- Dmafes Proposed R. Sex, CARVER COINTY. WAZOTA M SCALD 5 l! of k -- li II i8n lean seer k U' I P Is 01 Z p 9,@N Sa l ___________.'ul I,,-- -1489'4373'W 245.00 www: -•S \i Zpop Ye. Il. T. e. R.2: JAN 1 6 2009 CHANHASSEN PLANNING DEPT 185 Ac. tom! It Haw EY1515% agn 4 Harr r.1 y..e• - t3,'E61� - - ♦)b� V1 pyAµN gY: xW "N¢ pA9aRP DA )F. 12/05 OEQ Br: KON s`.NEDO ._.,. �., ., ., .. • ., 1 a" _ N0.I DAR I CESYfti)NYI I BY WA RIIO a SOBS. INC. Professional Land Surveyors www.egrud.com 255 Hwy. 7 East Hutchinson, MN 55350 Td (310) 587-2025 8 g$ 3 Hi #v,@ i C. € M.1i:„ i6T 2/ +} ------------------------4 ably HMMH ' n ¢ s \ 0 0, 'PIP G 0 ✓rA4 3 ,$i I E t It" � ppt i BMs 0 ✓I o j j I l •Lo ------------------ ca � -------------------- 26 F $$f�E E _$EE$aFs$ ^-nT Ea H Ef5: e n T F 5S T So n it v 6S5SS.S •ESS E_5 E 5 E f�Yi 3Ys 5 i F n i iggi [ 8 nE'x Y'x g iF'-es{;Riss $ sl $s it 6E 12 IS E 5 f = 9-$= a S•�{\ $E=^� $ � E fY6 _F Z� �� YEI � S $ s s8i§$ s bF=Sft■Sf i. _ �.d..e$z6.' aY'$1 SE.I Y E pp Y4F Y =5E'+ G! ?ifs` AtWill =i$5 - e K ".$F{; Pu11$;FsE e F vi f� 3 a€ a e e e is a ' ab �§ �i sei P 5 $E F 'i 3 '$ ■O .., z. z _. �s(`� ❑'sa aig cs $`¢F aE E a $ � s^ a $ 3�, '��€[i i F' ss3$a a APPLE TREE ESTATES INSTIYYFllrBFBEMTM KNOW ALL PERSONS BY THESE PRESENTS: That Noydal k1aila ul; fee oma of the following dewbed property stunted in Ne County of Carver. State of Minnesota. to -wit, TRACT 1 DESCRIPTION WUot A, Chanhassen Hills let Addition as recorded in the Registrar of Tiles office, Carver County, Minnesota, elm inducing, that pat of Co amment Lot 3 in Sweden 14. Township 116, Ron" 23, lying ...tm, of the easlaly 245.00 feet of said Goverment Lot 3 and westerly of the fWowng desarbed line. Commencing of Me Northwest caner of the Northwest 1/4 of Section 23, Township JUS Range 21 thence an an owe med bearing of S 88.11' 38- W. along the north the of the Northeast 1/4 of said Sectron 23, o distance of 245.01 feel to the wast line of the east 245.00 feet of sold Goinmment Lot 3; thence N 2.57' 46' W. along said west line. a distance of 487.30 feet to the pont of beginning of the line to be descrbed; Hume° N 25.48' 46` W. o distance of 116.3 feet to lie shoe line of Lake Susan: thence easterly along said share line, to the Intersection Point with the wast line of the Bost 245.00 feet of said Cowmmmt Lot 3 and there tia nnoting. All in Carver County, Minnesota. Subject to roods and materials of record: AND the easterly 245.00 feet of Gowrnmmt Lot 3 in SmUm 14, Township 116, range 23. TRACT 2 DESCRIPTION The easterly 244.99 feet of the northerly 261.81 feel of the Northeast WMer of the Northeast Quarter of Section 23. Township 116. Range 23, subject to the State Highway No. 101, dl in Carver County, Minnesota. TRACT 3 DESCRIPTION Part of the Northwest Mortar of the Northwest Marler of Section 24, Township 116, flange 23, Carver County, Minnesota, described as follows: Beginning at the northwest comer Of the Northwest Water of sold Section 24; thence on an assumed bemnq of South 89 degrees 19 minute. 43 accords East doing the Nath line of sok Northwest Quarte, 338.00 feet, Dramas South 25 degrees 26 minutes 43 seconds East 128.38 feet to the cantatne of Slate Highway Number 101: theme waslerly along mid centeYne along a non tangential cur" that is concave to the north, said cur" hating a central angle of 09 degrees it minutes 57 small a radius length of 621.15 feet, m ac length of 99.73 feet. 0 chord bearing of South 74 degrees 12 minutes 13 seconds West and a chard length of 99.62 feet: thence South 79 degrees 38 minutes 53 sands West dung soid cmleNna and tangent to last descrbed curve 163.44 feet; thence southwesterly along ask centerline dmg a Longa lid curie that is concow, to the southeast, ask ars hoeing a central angle of 19 degrees W minutes 53 second% o radio. length of 231.87 feet, an we length of 79.38 feet; thence continuing southwesterly along said centerline along a compound cur", that is concave to the southeast, said cure, hoeing a central angle of 52 degrees 18 minutes 23 seconds, a radius length of 127.60 fast. an arc length of 116.49 fast, a chard Deming of South 33 degrees 34 minutes 37 seconds West. a chard length of 112.49 feel to Ne West line of said Northwest Warts, thence Nath 00 degrees 01 miult. 33 seconds West along said West line 297.33 feat to Me point of beginning. This tract is subject to my and on exam ants of record. He. caused the sane to be mr"ywd and platted os APPLE TREE ESTATES end de hereby donate and dedicate to the pubik fa public use forever the puck way. amncI and btY In witness whereof said Noyes, Kingelhutz, how hereunto set his horde Nis _ day of 20 Minysiu. KMgelhal STATE OF MINNESOTA, COUNTY OF The foregoing rim, mart was mdmowlaEged before me thio day of 20__, by Noysna Klin gelhuty. Notary Pubik, My Commission Epees Count, Ilnnemta As a oNmsesmsdalsi SU®RTOSS CFBTIRUTION I hereby certify that I ha" earwyed ane plotted the land, a directly supeMsed the surveying and Plating of the land described m DrLi plot; this plat Is a correct representation of the boundary survey, dl mathematical data and labels am correctly designated; dl monuments dpkled on this plat have been carr«Oy net wUdd one yew;; ed wet Inds and water boundaries as of this dole are whom and IabNed: and all public way me shown and labeled. Karl 0. Nehm. Licensed Land Survwyer Minnesota Lamas No. 45356 STATE OF MINNESOTA OCUNTY of The foregoing Surveyor's Certificate was o<knowledged before me this _ day of 20 � by Kurt D. Ndsm, Licensed Lmtl Surveyor, Min ... at. License No. 45356. Notary Public, _ My Commialan Epees County, Minnesota This plat of APPLE TREE ESTATES was approved and accepted by the City Council of Me City of Chanhassen. Minnesota at a regular meeting thereof held this day of 20_, ond hw anplimce -finMe provisions of Minnesota Statutes, Section 505.03, Sabot. 2. NI menial will be net a. specified by the City Comm and as .luted on Mie pt.4 occamin, to Mnnesola Statute 505.02 Sued. 1. N applicable, Me written comments and recanmendations of the Commissioner of Transportation and the County Highway Engineer how been received by the City or the presttbed 30 day period has Mapsed without receipt of mat comments and recommeodalims, as podded by Minnesota Statutes, Section 505.03, Saba. 2. CITY CIDUNCII OF THE CITY OF CII NHASS.N Mayer CITY OF CHANHASSEN Clark RECEIVED MAY 0 5 2009 IPursuant to Clu, te, 3951 Mnnssolo Laws of 1971, they plat has hem pprowd they d y of 20_ CHANHASSEN PLANNING DEPT Jahn E Freemy-. County Survey - hereby certify tares payable in the Neo and prior yea. haw been paid for lend descrbed on Mis pat. paled Mis _ day of 200 Y Laurie Engelm, County Audl or/Treasury IBM I hereby certify that this plat of APpi TREE ESTATES waw fled this _ day of 200 at a'dod, _ M., wq wen my recorded at Boody erlt Na Cal W. Hensen, i., County Rmc dr FA n 11 if Howy eg 14 i.114 Ass I - I I I _ BLOCK'; 51 Ig g $,.e e. I 1 I �\ I sen oil,1��•-r I- _ _ _ .t _ e� i 1 yq \ I \\ Y 4 sic z>-llaoa p n I to e. � •. , m„ax MG u r.+la FSS ' e 3 1 11 b sl4cwen 1 I I - I 1 if Howy eg 14 i.114 Ass I - I I I ,6 6 I8 8 _ - I 1 I �\ I sen I- _ _ _ .t _ ]trim m w�t4yay Z- \ I \\ 4 sic z>-llaoa I I `• e. � •. , m„ax MG u r.+la FSS I I •�; :' e I m te6FF p I N I - ---_R - I 1 8 �'• m � Ig 5 MWI192'W I I I II 1 I I I I I I I I I 1 da6Tl I I I 1 j I 1 I I I I I I I I I 1 I . aw .a i. I rv.�w�>. � I 89'43'73" 245.02 �i it lid C % 1pro -- t n� 2°lg�•�3 Q~ I f ______________I$ I. .._ w,.ln.. v. +%» 4 I r I I HOER J .'/4 deal SEG 31 1.114 I.. L114 P3] ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE CARVER COUNTY COORDINATE SYSTEM. HAD 83 (1986 ADJ.) BENCHMARK: MN/OOT GEODETIC STA. /3716, STATION NAME: JON MNDOT ELEVATION- 1027.44 (NG)ID 29) GRAPHIC SCALE W I IL NORTH Drainage and Utility Easements are shown thus: i I Being 5 feet in width. unless otherwise indicated. and adjonn9 lot lines, and 10 feet in width and adjoining street Imes, as whom . the pat. • Dmates Iron Monument Finland O Dnwfe. Iron "moment Set Marked as No.45356 Denotes Carver County Monument M. Dembew Measured Distance a Brand, f0) Denotes Deed Distance a Semng NT�MA PART OF SEC. 14. 23 E 24. TWP. K RNG. 23 ..I-ArE I SEAN a SIT C h' ryy. R+3 r .✓i, sic- iL T I .-w e,.-..1 w. ern we'M CARVER cO1MY. MTI•ESOTA S89'19143 -E 338.00 M SCALD BLOCK1'2r`" �J V \ .� yP3�,j rya 92 M 2.110. 0.L1 ` OUTLOT A f fafMW"��" 3. 1 I I - I 1 if Howy I I I I l nWT nor. t;t .:.K• I - I I I ,6 6 I I I _ - I 1 I �\ I I I \ I \ I \\ 1 I I i 1 I I - I F, I `1 I I i I i _ I I I I I I I I 1 I . aw .a i. I rv.�w�>. � I 89'43'73" 245.02 �i it lid C % 1pro -- t n� 2°lg�•�3 Q~ I f ______________I$ I. .._ w,.ln.. v. +%» 4 I r I I HOER J .'/4 deal SEG 31 1.114 I.. L114 P3] ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE CARVER COUNTY COORDINATE SYSTEM. HAD 83 (1986 ADJ.) BENCHMARK: MN/OOT GEODETIC STA. /3716, STATION NAME: JON MNDOT ELEVATION- 1027.44 (NG)ID 29) GRAPHIC SCALE W I IL NORTH Drainage and Utility Easements are shown thus: i I Being 5 feet in width. unless otherwise indicated. and adjonn9 lot lines, and 10 feet in width and adjoining street Imes, as whom . the pat. • Dmates Iron Monument Finland O Dnwfe. Iron "moment Set Marked as No.45356 Denotes Carver County Monument M. Dembew Measured Distance a Brand, f0) Denotes Deed Distance a Semng NT�MA PART OF SEC. 14. 23 E 24. TWP. K RNG. 23 ..I-ArE I SEAN a SIT C h' ryy. R+3 r .✓i, sic- iL T I .-w e,.-..1 w. ern we'M CARVER cO1MY. MTI•ESOTA S89'19143 -E 338.00 M SCALD BLOCK1'2r`" �J V \ .� yP3�,j rya 92 M 2.110. 0.L1 ` OUTLOT A f fafMW"��" 3. E -G CRA if Howy nWT nor. t;t .:.K• Ab �q� T iaD. ' 1�. 03A•l,� m°" Professional Land Surveyors WWW.egrad.Gmn 255 Hwy. 7 East Hutchinson, MN 55350 Tel(320)587-2025 SCa1:9FD CITY OF CHANHASSEP/ RECEIVED JAN 3 0 2009 CMAMHASSEN PLANMNG DEPT• APPLE TREE ESTATES PRELIMINARY PLAT LEGAL DESCRIPTIONS AS PROVIDED SHORELINE SHORELINE OF LAKE SUSAN - AS OF 01DECOB Fol . TRACT 1 DESCRIPTION J Outlot Lot 3 in m�ps°o� . ti �PFAhaHills Addition as rleRegistrar Titles office, Carver County, Minnesota, lincluding, rtGovernment SSection14,Towship 16Ran e23lying westerly of theeastterlY245.00feet of sadGovenmenof 3and easterly the following Commencing So S at the Northeast corner of the Northeast 1/4 of Section 23, Township 116, Range 23; thence on an assumed bearing of S 88011' 38" W. along the north line of N0�0 the Northeast 1/4 of said Section 23, a distance of 245.01 feet to the west line of the east 245.00 feet of said Government Lot 3; thence N 2157' 46" W. -A, along said west line, a distance of 487.30 feet to the point of beginning of the line to be described; thence N 25146' 46" W, a distance of 116.3 feet to the V ed t shore line of Lake Susan; thence easterly along said shore line, to the intersection point with the west line of the east 245.00 feet of said Government Lot 3 andOmar/�e,P there terminating. All in Carver County, Minnesota. Subject to roads and easements of record; AND the easterly 245.00 feet of Government Lot 3 in Section 14,o? Township 116, range 23. TRACT 2 DESCRIPTION The easterly 24499 feet of the northerly 261.81 feet of the Northeast Quarter of the Northeast Quarter of Section 23, Township 116, Range 23, subject to the (-SURVEY UNE � 1 State Highway No. 101, all in Carver County, Minnesota. /} b/ ° Y �!?°�' \°N° J / I!) ` \'° /' 30' BLUFF 1 i I HOUSE TRACT 3 DESCRIPTION / 00 SETBACK Part of the Northwest Quarter of the Northwest Quarter of Section 24, Township 116, Range 23, Carver County, Minnesota, described as follows: Beginning at the / r J��9 00 I II 1� i ro 1 northwest corner of the Northwest Quarter of said Section 24; thence on an assumed bearing of South 89 degrees 19 minutes 43 seconds East along the North / /�?� Fro 1 i 1 toil; 1 v I line of said Northwest Quarter 338.00 feet; thence South 25 degrees 26 minutes 43 seconds East 128.38 feet to the centerline of State Highway Number 101; / �� o' SPR I 1 / l II ;Iw � i 1 II ' 11'1 1 1 ^� 76,401 t Sq Ft thence westerly along said centerline along a non tangential curve that is concave to the north, said curve having a central angle of 09 degrees 11 minutes 57 / \� I i 1 1.75± Ac. seconds, a radius length of 621.15 feet, an arc length of 99.73 feet, a chord bearing of South 74 degrees 12 minutes 13 seconds West and a chord length of 99.62 feet; thence South 79 degrees 38 minutes 53 seconds West along said centerline and tangent to last described curve 163.44 feet; thence southwesterly III i i i along said centerline along a tangential curve that is concave to the southeast, said curve having a central angle of 19 degrees 36 minutes 53 seconds, a radius length of 231.87 feet, on arc length of 79.38 feet; thence continuing southwesterly along said centerline along a compound curve, that is concave to the X11 {it (II{I southeast, said curve having a central angle of 52 degrees 18 minutes 23 seconds, a radius length of 127.60 feet, an arc length of 116.49 feet, a chord bearing �'0 DID CII lLJ O CK 11 I1 1 of South 33 degrees 34 minutes 37 seconds West, a chord length of 112.49 feet to the West line of said Northwest Quarter; thence North 00 degrees 01 minutes 60OII cI / u� i - 33 seconds West along said West line 297.33 feet to the point of beginning. This tract is subject to any and all easements of record. fs� W m,% GENERAL NOTES 1. Fee ownership is vested in (Aloysius Klingelhutz) Parcel ID Number: 250231610 Address: 8600 WATERS EDGE DR.. 2. Developer: Neal Klingelhutz; Address: 9731 Meadow Lark Ln, Chanhassen, MN 55317; Cell: (612) 685-5580. 3. Surveyor: Kurt D. Nelson, MN Lic. No. 45356, E.G. Rud & Sons, Inc.; Address: 255 Hwy 7 East, Hutchinson, MN 55350; Phone: (320) 587-2025; Email: knelson@egrud.com. 4. Engineer: Craig G. Schlichting, MN Lic. No. 41295, Plowe Engineering, Inc.; Address: 6776 Lake Drive NE, Suite 110, Lino Lakes, MN 55014; Phone: (651) 361-8210; Email: craig@plowe.com. 5. Wetland Delineator: KJOLHAUG ENVIRONMENTAL SERVICES COMPANY; Phono: (952) 401-8757. 6. This survey was prepared without the benefit of title work. Additional easements, restrictions and/or encumbrances may exist other than those shown hereon Survey subject to revision upon receipt of a current title commitment or an attorney's title opinion. 7. Surveyed premises shown on this survey map is in Flood Zone A-2 (area of 100 -year flood; base flood elevations and flood hazard factors determined), according to Flood Insurance Rate Map Community Panel No. 270051 0005 B by the Federal Emergency Management Agency, effective date July 02, 1979. 8. Total boundary area of the surveyed premises: 10.2± acres. 9. The City of Chanhassen has indicated that the surveyed premises shown on this survey is currently zoned RSF (Single Family Residential) under the applicable zoning regulations, and that the current setbacks are: Building: Front = 30 feet Side = 10 feet Rear = 30 feet S 1/4C See Chanhassen Code of Ordinances Chapter 20, ARTICLE XII, Sec. 20-615 for Lot requirements and setbacks. i --'SEC. 14, See Chanhassen Code of Ordinances Chapter 20, ARTICLE VII, for Shorland Management District Ordinances. �( The Chanhassen City Code of ordinances can be found at http://www.ci.chanhassen.mn.us/inside/code.html — For additional information contact the Planning and Zoning Department at the City of Chanhassen at (952) 227-1110. 10. The surveyed premises has access to (Hwy 901, a.k.a. WATERS EDGE Dr.), a public street. �__N 1/4 SEC. 2 11. Utilities shown hereon are observed. Excavations were not made during the process of this survey to locate underground tilities and/or structures. The location of underground utilities and/or structures may vary from locations shown hereon and additional underground utilities and/or structures may be encountered. Contact Gopher State One Call Notification Center at (651) 454-0002 for verification of utility type and field location, prior to excavation. 12. Subsurface and environmental conditions were not examined or considered during the process of this survey. No statement is made concerning the existence of underground or overhead containers or facilities that may affect the use or development of the surveyed premises. 13. The field survey of this site was completed on December 02, 2008. VICINITY MAP 14. Chaska School District #112. PART OF SEC. 14, 23 is 24, TWP. 116, RNG. 23 Drainage and Utility Easements are shown thus: I I I I Ir -5 I I I I o I I o I I 1 I Being 5 feet in width, unless otherwise indicated, and adjoining lot lines, and 10 feet in width and adjoining street lines, as shown on the plat. LEGEND • Denotes Iron Monument Found, As Labeled O Denotes Iron Monument Set, Marked RLS No.45356 Denotes Carver County Monument - - Denotes Setback Line -I Denotes Proposed Watermain -> Denotes Proposed Sanitary Sewer >> Denotes Proposed Storm Sewer S:\rud\CAD\08proj\08507PP\08507PP_PRELIM-2.dwg, 1/30/2009 7:47:24 AM I l' •` I LAKE j SUSAN .t; r SIT • I I 101 • I • N i 1': 31 \� 1 I CARVER COUNTY, MINNESOTA (NO SCALE) I 77,206± Sq Ft t! \\0= Y 1.77± Ac. GRADED LOT $ `\ ��4 244.95 M. -- rt ---------------245.00 D \ c HOUSE -- 1 I ,-`\ I I IZr� - I '1 74'48 2E \ tAl j 1 II1r��� c LIA 1 1 1 I H--'1' 8I 1 I IO lL \I N A 1 1 82 �/ \� ♦ I I - IL I 1 1 �_ SHARED DRIVE± lL EASEMENT TO BE WRITTEN AND RECORDED AS A SEPARATE DOCUMENT l a 0 Z \, - \`,./ / ✓, I I (,Drainage and 0• . ♦T \ , \, _ I ` a / I N I Unity Easement O a I 147.22 I d o ro j AD a / \ '_--N89.43r237'# I J� j N oy P° 1,18�6 T C 1 � � 'h o• r-30 �INeY01'47010 1010 10 19,035 Sq Ft \L-21.141 0.44 Ac. =7R.�75- 1 _ 190.15 _ N8923 yV - ORNER �.' ' '" 1�------------ _---- _______-M I T.116, R.23 o\ _ n r------- `3i3. 0�-- -, N UNE -NE I/4 iO I� — �— ^o-' ' IIJ89'43'23"W 245.0/01 _____ ____, 10 __- ---- Vr_ N LINE -NE 1/4, -/ I r-', l ( "$ 11 N T Ig o SEC. 23-116-23 18,618 Sq Ft N CORNER -, I \♦,`\,' I a) e' !` Ila .f 0.43 Ac. 3, T.116, R.23[_' I I •. T\ ` _- ~ 1 - • I I - OR ----51.32 , 1; o 94 o !u _ 18 5.99 i W I I \-/ I r I N ,; I I I 5 INS V II 10 10 � LI 1�1 I i ,<.�', 18,673 Sq Ft ig g 0.43 Ac. '`� V I I;w 3 V l L\.I _ N8943, • 23 W _ ------ ____________________ . 187.47 n T-1 - - - L_ . I I I I I I I I I 1 1 W O I Z 6 \ �° li HOUSE it I j �' 19,022 Sq Ft �� \0 \U4 0.44 Ac. 1s 0p \ i L— 216.47 Y � . ___-_-_____ 114-1 ' -- N89043'23"W 1245.00 r+ - Jc I 1 RIM -920.8 INV. -886.8-\ I\ HOUSE F i L L 1' 1 < ( ., < / 1 11 r7 E 1/4 CORNER SEC. 23, T.116, R.23 ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE CARVER COUNTY COORDINATE SYSTEM. NAD 83 (1986 ADJ.) BENCHMARK: MN/DOT GEODETIC STA. #3716, STATION NAME: JON MNDOT ELEVATION= 1027.44 (NGVD 29) - I I Y, \. I 1 / I♦ / HOUSE L \ I \ L , \ 1 / I so \ V I V I I I � I I o I I a I HOUSE �\ INN \ \� I \ I \ I C / , I - HOUSE i Iv, I L v I - , I IL IN I ,✓N O Z I oe� I I ;.I \ V I SE CDR. SEC. 14 NE COR. SEC. 23 I r -NW COR. SEC. 24 ALL IN TWP. 116, R.23 I r --N LINE -NW 1/4 -NW 1/4, SEC. 24 I STONE MONUMENT y / / 1 S8901 914311-P. I 'AiR nn Q . iLo1I3 4<�50` -6 9� s2° Std, � 4, I -W UNE -NW 1/4 -NW 1/4, SEC. 24 0.63' OVERLAP EIETWEEN SOUTH UNE OF -��•___ THE NORTH 261.18 FEET a iME NE 1/4. (ASHIU SHOWN ON THE PLAT OF CANHASSID NE HAGS RRST ADDITION) V0 A CALL IN NE LEGAL OSS7HE SON PROVEIEO. 261.81 IS THE SOUTH UNE OF THE NORTH 261.81 FEET). W 1/4 CORNER I ---SEC. 24, T.116, R.23 1 1l \> Q� 23 CQ HOUSE 190? 8j NORTH GRAPHIC SCALE ( IN FEET ) 1 inch = 60 ft. 1 hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Registered Land Surveyor under the laws of t/'i1e/Stptev7of /Minnesota. Q\ r - n / , , \ r 7 IN S, I , V License No. 45356 7 t- NI/4 CORNER a ,/', SEC. 24, T.116, R.23 rA N i q_ T.H. NO. 101, PER CO. SURVEY DATED: 5/97 DRAWN BY.• KDN JOB NO: 08507PP IDATE: 12/05/08 CHECK BY., KD N SCANNED ❑ 1 1/29/09 1 REVISE DIV. LINE L1&2, B2 BAB 2 1/29/09 REVISE D&U ESMTS, BLOCK 1 BAB 3 NO. DATE DESCRIPTION BY \---P's" Professional Land Surveyors www.egrud.com 255 Hwy. 7 East Hutchinson, MN 55350 Tel (320) 587-2025 BOUNDARY 9 TOPOGRAPHIC SURVEY owaforow ALOYSIUS KLINGELHUTZ LEGAL DESCRIPTIONS AS PROVIDED TRACT 1 DESCRIPTION Outlot A, Chanhassen Hills 1st Addition as recorded in the Registrar of Titles office, Carver County, Minnesota, also including, that part of Government Lot 3 in Section 14, Township 116, Range 23, lying westerly of the easterly 245.00 feet of said Government Lot 3 and easterly of the following described line. Commencing at the Northeast corner of the Northeast 1/4 of Section 23, Township 116, Range 23; thence on an assumed bearing of S 88' 11' 38" W. along the north line of the Northeast 1/4 of said Section 23, a distance of 245.01 feet to the west line of the east 245.00 feet of said Government Lot 3; thence N 2' 57' 46" W. along said west line, a distance of 487.30 feet to the point of beginning of the line to be described; thence N 25' 46' 46" W, a distance of 116.3 said shore line to the intersection point with the west line of the east feet to the shore line of Lake Susan; thence easterly along s 245.00 feet of said Government Lot 3 and there terminating. All in Carver County, Minnesota. Subject to roads and easements of record; AND the easterly 245.00 feet of Government Lot 3 in Section 14, Township 116, range 23. TRACT 2 DESCRIPTION The easterly 244.99 feet of the northerly 261.81 feet of the Northeast Quarter of the Northeast Quarter of Section 23, Township 116, Range 23, subject to the State Highway No. 101, all in Carver County, Minnesota. TRACT 3 DESCRIPTION Part of the Northwest Quarter of the Northwest Quarter of Section 24, Township 116, Range 23, Carver County, Minnesota, described s Section 4 thence on an assumed bearing of South as follows: Beginning at the northwest corner of the Northwest Quarter of said Sect o 2 t e g Northwest Quarter 338.00 feet; thence South 25 degrees 26 89 degrees 19 minutes 43 seconds East along the North line of saidQ g 1 1• thence wester) along said centerline along a minutes 43 seconds East 128.38 feet to the centerline of State Highway Number0 , y g g non tangential curve that is concave to the north, said curve having a central angle of 09 degrees 11 minutes 57 seconds, a radius length of 621.15 feet, an arc length of 99.73 feet, a chord bearing of South 74 degrees 12 minutes 13 seconds West and a chord length of 99.62 feet; thence South 79 degrees 38 minutes 53 seconds West along said centerline and tangent to last described c curve 163.44 feet; thence southwesterly along said centerline along a tangentialurve that is concave to the southeast, said curve having a central angle of 19 degrees 36 minutes 53 seconds, a radius length of 231.87 feet, an arc length of 79.38 feet; thence said curve having a central said centerline along a compound nd curve that is concave to the southeast a continuing southwesterly along s g p 9 angle of 52 degrees 18 minutes 23 seconds, a radius length of 127.60 feet, an arc length g of 116.49 feet a chord bearing of South 33 degrees 34 minutes 37 seconds West, a chord length of 112.49 feet to the West line of said Northwest Quarter; thence North 00 degrees 01 minutes 33 seconds West along said West line 297.33 feet to the point of beginning. This tract is subject to any and all easements of record. GENERAL NOTES 1. Fee ownership is vested in (Aloysius Klingelhutz) Parcel ID Number: 250231610 Address: 8600 WATERS EDGE DR.. 2. Developer: Neal Klingelhutz; Address: 9731 Meadow Lark Ln, Chanhassen, MN 55317; Cell: (612) 685-5580. 3. This survey was prepared without the benefit of title work. Additional easements, restrictions and/or encumbrances may exist other than those shown hereon. Survey subject to revision upon receipt of a current title commitment or an attorney's title opinion. 4. Surveyed premises shown on this survey map is in Flood Zone A-2 (area of 100 -year flood; base flood elevations and flood hazard factors determined), according to Flood Insurance Rate Map Community Panel No. 270051 0005 B by the Federal Emergency Management Agency, effective date July 02, 1979. 5. Boundary area of the surveyed premises: 10.2± acres. 6. The City of Chanhassen has indicated that the surveyed premises shown on this survey is currently zoned RSF (Single Family Residential) under the applicable zoning regulations, and that the current setbacks are: Building: Front = 30 feet Side = 10 feet Rear = 30 feet See Chanhassen Code of Ordinances Chapter 20, ARTICLE XII, Sec. 20-615 for Lot requirements and setbacks. See Chanhassen Code of Ordinances Chapter 20, ARTICLE VII, for Shorland Management District Ordinances. The Chanhassen City Code of ordinances can be found at http://www.ci.chanhassen.mn.us/inside/code.htm] SHORELINE OF LAKE SUSAN-, '`';.•""•'-�•�•"" ����" 1��.1�\ AS OF 01DEC08 '':: ..................._.... -- ��/ i f , ... /•••\ RIM=.g89.3>t... .............. `T'�894 ..,'...+:.•.\�'__R�i1-g86 ......7.,....'.... \ \ \ INV M , : . =9825# ........... .... 999 .......... ............' .... .. .. �,, '.'1,..... ........................................... �....r,..........:;;•.::::" •:::'".:: '�::"Ary .. F a�'�eh' 0`' gip::::....... �o... .::gp4....,....... b.... B9i9Z.,''•..}''.. 5 ✓:'..............' e•>0 p�P ��• �� y �0p� / : ;:': / ' ry. R`ss.... P4 ....... .................... .....qo.. ,yeye,,�...:;:..:..":,,:'•..,:. V .p(NO aF-`'i`�V�J 00�\aF'P,� / SAN ��; :'„'l�:6,:i:' :'':` : ` .............................................9,2...I.... o P o '.:.: :. ..........................9,4..........' o , \00P 1 ..-,.... -, � Ir�o�' . . 5-2,.. ...............1. L.............. •., 906 p�pp`t`// (0 ,QL }y .. ,: '\C\ .....d..... '• .,y `,_• .`.'.....r�.....::::.::...:•.., • - , :w; - 7 2 -IP- 7 y .r :y 31' ;i: ': 1:. qC}y,: .......................................979........... I •'', '':'•,'•,'`' ` ' "I'•. ''v •'t•'.+.'.'. _' 0P .2F, PQL V, Vu_ N / /�C >(1 / ,'+�'r y t�: ..... , 80g .•` : ' �} 1 L .: :. y�Pp tap / v ,.,>, 1: ! m•.e :' \,F,,: fir. ":9 ?.'••., I`......'•;..`,..• p !,, : r.l. .\ 'lS3 Q . • .. 922) '••.,, i I ) • 1 HOUSE�- �' s, �� rala-ee6s_1'I OAK24; 1 P : I. r. �a4 Al 7 jra 1 f\- t `(F3' OUSE ,+ 3 H Q l� Ip \ N t I - S ; . {•11 D L ..91 t >.:.-•` HOUSE F� , tr 1 1 . p PIIt Q\ c o I W � Mph p,,f/•.;'-�:;::;ct. �'`�,... .1P : ,, .. .. �'' mac;'�` 1 � 1� ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE CARVER COUNTY COORDINATE SYSTEM. NAD 83 (1986 ADJ.) BENCHMARK: MN/DOT GEODETIC STA. #3716 STATION NAME: JON MNDOT ELEVATION= 1027.44 (NGVD 29) NORTH GRAPHIC SCALE ( IN FEET ) 1 inch = 60 ft. I hereby certify that this survey, plan or y was report prepared b me or under P P P -µ_ 244.95 M.____ -••..;I":.,\ m direct supervision and that I am "dl wr n:. t--�--_ --: — :: - -1-245.00 (D) ---- t 1. 1 : ': •: `.. �..:.., '"••.. ``,. .'\�'`'duly Regis Surveyor under Ir _ "i :.. the to :: '•. ,, , t ,:.. F,1� oN: •••. .. ...•'...., \ ::`.; :_; laws o Registered SL tndofinneso HOUSE r.......... : ,?}(�/pp3.\/ _,C1 e : I \ .. ;.;y I r-, It u t al V.=664. ••...I 1 ��1 ..�� A. i @:0. 16 1 : " W ,x I Y . KURT D. NEL 0 Q �.. ,�\ ....♦F L _ ♦ i , 'H.. , is ', ' 1 i I, D al lil O, 't 9 ... ♦ / .<. 1 1i�.......... • •...,..., 1 \ • 24 •i. / _ I - , ...........�Q I Y _'';:"- '-. Dat License No 45356 I �j 1 30JAN09 ��� �- HOUSE - \ n 1 3L1 I AV o . I HOUSE >� N7i4t `:ACRES��. - o }..... 1 _ - m1 .. .... .......... r` Ll I 1 1 r 2 I 5 I :° • v N. I / V I Z i Y i •ty-, I i' 5 , • P i'' , 41 '•T•lm41LI' ... \ 1 I P� I,^. _, �'j 1 , e� ...''•', : y^� 908 \�J. 1 ;;:. 4iCLIP 1 �•..'`I � e qgu -J P t E.%V._913.5 I I y 1 _ ; -_ IC a :� • t..: ... 1 _ � ♦ 1 .SE COR;.�SEC. 14 ''.''• $A•• S 1/4 CORNER RIM"10.5:'' .. ..N. ;:' SH1 2 1 :'-N .... : g, � ,.. E CqR. SEC. 23 ;I /-SEC. 14, T.116, R.23.' `B INV.�85.3 ,y \ v — �µ—.,:— — : \. :. I NW CAR. SEC: 'L4... ..• - .. e, N wv.-9°283-♦ ,'`: '�' `^ / '`. ': ♦ \ I I ALL 7N TWP.: 116, R.2 .... ♦ •� / I I - y.-�_.'___�___`-� - 1 .� _ ........ ... � ; ,\Gj / STONE MONUMENT/�N I INV. 5-900.4 ,�4 i A . 1#_ 0.13475 CY\ / YN.•�B 7 i. a -\\ �. 1 ' n h N89 43 23 245.00 ' :;. . rl — For additional information contact the Planning and Zoning Department at the City of Chanhassen at (952) 227 1110. — I:' i ( IN7C s-1'�06.3t i :`I / :N '� I '+; y° ` ♦- LINE - I / - .. ... / ,.. 1 L -N UNE -NE 1/4 .. ,1'..).. i•''' - 4 �•� rb.•.� ^ ...' '; :, ;� W 1/4 NW 1/4 SEC. 24 meq, ,•o �I ... N LINE -NE 1/4, -' :1 �: ! INV. W=9D7.1t I /;.. ,: \�...\�.919 .• .., ., s.+ "•.....rl '!-_ -SH 8 1 N J.'. y`,_ . :r.. `i'.'•.. r" / r 7. The surveyed premises has access to (Hwy 901, a.k.a. WATERS EDGE Dr.), a public street. I n 89 943..$ �N SEC. 23-116-23 a : - �' 5 < y f n 5� n1. i; t i.$.QQ'- ,y, 1 , ' -2. - :"6> : ~' ' •r N 1/4 CORNER _1 I; .Oj' , ...:I :I :' '', 1 l� ,\rp'fi P r 1 \ I ./ 1, _ , ept, :k . ti ,� r - .fir SEC. 24, T.116, R.23 8. Utilities shown hereon are observed. Excavations were not made during the process of this survey to locate underground \-_N 1/4 CORNER - I.. I I INE4 p" - .� `; \ i '.'.'.' ft� a sem" A� "a .. , , SEC. 23, T.116, R.23 :` ..... les and/or structures. The location of underground utilities and/or structures may vary from locations shown hereon and I ' `" ' i "'' ` `:�-�� '"' m °, nl r ; '- -s . ' Y', ` additional underground utilities and/or structures may be encountered. Contact Gopher State One Call Notification Center at r",` :�" ' ' ' X10'. 1.4 ACRES I 2 ''', f ' .N; 1 r\ 1 1 ';' '. '9,i. >� -� 'm sY \,\ ... ' w \pd... wolf• , / (651) 454-0002 for verification of utility type and field location, prior to excavation. I �.., ;,M..:. t g. y: 9. Subsurface and environmental conditions were not examined or considered duringthe process of this survey. No statement I. ,j.`,' 0 1 ',"' -'` •., 3 P Y f l/ tl i BLDG x f 1 ' r f 1% < /....... ✓ is made concerningthe existence of underground or overhead containers or facilities that may affect the use or development I d°•. N`I e ' 9 Y P I'' • < `m'e ..... i r' • n.,.� >a�u, s of the surveyed premises. ... I P I ,°;.': i N h' .......................... TnNrM� N�,•�'. STORM SHOWN, BASED ON J— TACT 2 16 .. �.. ' 10. The field survey of this site was completed on December 02, 2008. q, ` :I PLAN e6_o2A_oo4,_.;; �,� € _ 1 rig',\ �� ✓j CMTANED FROM CITY_w4: 3 P 1.47 ACRES Gw— I ' J - 11. Wetland delineation by KJOLHAUG ENV. SERV. CO. 952 401-8757 : I M; 15 >s' St\\: _ e (:t / . -r n ( I M ^ w T g . �10 , . pW .EXIST \ 9a VICINITY MAP r N0. L WATERiRAIN SHOWN, BA ON- o r r - b :' H , \ \ PART OF SEC. 14, 23 24, TWP. 116, RNG. 23 p/� PLAN 8B 02A-004 a_.i f < ; Rr ^" n _PoM_908.4 /� 9 I O 1Nr e �... I ; i ---Denotes Tree Quantity 'I 08TAINED.rOM CITY I O t <�g - ?.�, :1 1 I\, `i ,i e' -v 'Q\\6' •%j 240 LAKE SUSAN SIT I I V A.: 3 I CARVER COUNTY, MINNESOTA (NO SCALE) Denotes Tree Size in Inches I r Z C �' iIA - 1 ' • ' r `— / `L (�Z 71 " r..: u° --Denotes Tree Type I n i J=am r. N_I \ � ` 7 ` \=_rLT.H. N0. 101, PER CO. SURVEY I HOU 1 t' r ;..;'•15'mp / :.� \ DATED: 5/97 \ 9 6r 46 r'-1/2"IP, N0.1 $475 STNV. -elle 11 �. I I ` '•• " , \� 23 8 HOUSE I3, LEGEND I ......................914. 1 19 1 A , l , 0 /,............ C. Box N89°43'23"W �245.Ofi.....; 3 , \ tA(s • Denotes Iron Monument Found, As Labeled •Denotes Tree -Line ' 11 � : I I , : I ♦ r I / , „ v L_ I r ._ O Denotes Iron Monument Set, Marked RLS No.45356 Denotes Apron r. r, INv.=99RIM=920664 .9 �: HOUSE n ' Denotes Existing Contour L'' ` .:•• '` -'- '` ;` Denotes Carver County Monument "'•�... ••• 9 GW—'Denotes Gu Wire ~i •. ....., -922 ............. I I \ L _ \, I ,i •• t •? I �,i,�, 3,, BLDG , I I L_ L_ ./ ® Denotes Well 1 7 OHw Denotes Overhead Wire - \ , I °..' BLDG r'o, Denotes Utilit Pole I. \ "' •:� ` ❑ DRAWN BY: KDN JOB N0: 08507PP DATE: 12/05/08 CHECK BY. KDN SCANNED ❑ 1 2 3 N0. DATE DESCRIPTION BY y _i—i— Denotes Wotermain <�-u' \ - `I- IID Denotes UtilityBox x < \ \ I 0.63. OVERLAP BETNEEH SOUT1 LINE d v 9%�' ....t\ HE NORIN 261.18 FEET OF 1HE NE 1/4. > Denotes Sanitar Wer `V r_ -, /r ( , ,: ) \ \ I I �_ (A8 SNOYM ON TIE PLAT OF CHANNASSEN © Denotes Cable Box - ri \. / H� - Hlus RRST AWTM) AND A CAu N THE BLDG >� Denotes Storm Fewer 7 ° • � 1 /, -I F ''" � ---- LEGAL DESCRIPTION FRONDED. m Denotes Telephone Box r I L _ I\ i I 261.81 IFEEE»E SWT UNE aF T E NIX H —x—x— Denotes Existing Fence QS Denotes Sanitary Sewer Manhole '\ i' , ' I Denotes Gravel r - EM Gm Run SONSP INC ❑ Denotes Catch Basin I BLDG Denotes Storm Sewer ManholeDenotes Concrete tiV r I ------- --- I Professional Land Surveyors - E 1/4 CORNER w 1/4 CORNER pQ Denotes Gate Valve O Denotes Bituminous r SEC. 23, T.116, R.23 -SEC. 24, T.116, R.23 255 Hwy. 7 East Denotes Apple Tree Denotes Wetland Z� _ /,�www.egrud.com Denotes Fire Hydrant — — —Proposed Lot Line I Ij` Hutchinson, MN 55350 Tel (320) 587-2025 S:\rud\CAD\08proj\08507PP\08507PP-2.dwg, 1/30/2009 7:48:57 AM v ` APPLE TREE ESTATES PRELIMINARY GRADING, DRAINAGE, &EROSION CONTROL PLAN City of Chanhassen, Minnesota GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One–Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. P Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Temporary street signs, lighting, and addresses shall be provided during construction. Storage of materials or equipment shall not be allowed on public streets or within public right–of–way. A Minnesota Licensed Civil Engineer must design and sign all retaining walls 4–foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. CURB 8 BITUMINOUS NOTES Removal and disposal of existing street materials as required for construction is considered incidental. Backfilling of curb is incidental to curb installation. Use traffic control measures in accordance with the Minnesota Manual of Uniform Traffic Control Devices (MMUTCD) as necessary whenever grading, utility, or paving operation encroach onto adjacent streets or public right–of–way. Restore disturbed street to existing or better section. Saw–cut existing bituminous and concrete curb to provide butt–joint. LEGEND '�- Existing Well Apple Tree Tree `ut.t s Silt/Tree Protection Fencing 9 Contour ......... 910•............Existing —908— Proposed Contour 910— oHw Overhead Wire Existing Watermain Proposed Watermain > Existing Sanitary Sewer >— Proposed Sanitary Sewer >� Existing Storm Sewer »— Proposed Storm Sewer x Existing Fence 16.5' Permanent Wetland Buffer (See Note #1) AREA) BUFFER AREA)BUFFER FERTILIZER TO BE USED IN BUFFER AREA. ALL SEEDED AREAS THIN BUFFER AREA TO BE MULCHED IMMEDIATELY WITH NOXIOUS iB WETLAND Utility Pole e, Q Utility Box f�AKF'11 1 .y8-8PNpGPI�' 8 r © Cable Box Telephone Box ••• �S Existing Sanitary Sewer Manhole l 1• l .T !! © Proposed Sanitary Sewer Manhole OMP ' pO El Existing Storm Manhole/Catch Basin An NPDES permit is required for construction. Permit is to remain on–site at ® ❑ Proposed Storm Manhole/Catch Basin E05Z Gv 904.45 X Existing Gate Valve Provide rock construction entrance at all locations where construction traffic Ov Proposed Gate Valve Existing Hydrant Y Proposed Hydrant g9 s\t Existing Apron Proposed Inlet Protection of SWPPP, and will be responsible for erosion control measures on–site until.8�'' Proposed Retaining Wall :'' final stabilization has been achieved and a Notice of Termination (NOT) has N NO ' N 0 NO 866' 1 WI LOT INFORMATION WE notified if repairs and/or maintenance to site erosion control measures are A Minimum Lot Area = 15,000 9f (Section 20-615.1) (8 – 0.344 ac FO Minimum Lot Depth = 125 If (Section 20-615.3) Maximum hard surface coverage = 25% (Section 20-615.5) completed and site has undergone final stabilization. Setbacks: (Section 20-615.6) 'R•ip Ss� Front = 30 feet Rear = 30 feet signage. Washout area is to be a minimum of 50' from storm drains, Side = 10 feet t � cn'za TOTAL LOT HARD SURFACE HARD SURFACE LOT III BILK # AREA (AC) AREA (AC) PERCENTAGE by constructing a temporary pit or bermed area large enough for liquid and 1 1 1,754 0,212 12.1% rnt .o 2 1 1.772 0.175 ■ 9.9% :..:' 3 1 0.436 0.108 • 24.7% • M 4 1 0.427 0.103 • 24.1 % Place stockpiles as for from drainageways as possible. Provide silt fence at 5 1 0.429 0.103 • 24.0% • downstream side of stockpile locations. If stockpile is to be inploce longer 6 1 0.434 0.104 • 24.0% • t c 1 2 0.458 0.103 • 22.5% 2 2 0.452 •* 0.109 ■ 24.1% • Any sediment reaching a public or private road shall be removed by street -- J • ASSUMES 3600 SF BLDG FOOTPRINT AND DRIVEWAY AS SHOWN HOUSE............ •* UPLAND AREA ONLY (OUTSIDE OF WETLAND) – INCLUDING WETLAND = 0.661 AC I/ /9 . \ J G VAGE O \V - < O XGc. �o � y�� y�P ,SOF' J. k NCHORED iB WETLAND T e, V O� f�AKF'11 1 .y8-8PNpGPI�' 8 r 901 � 9 X GRADING & EROSION CONTROL NOTES x l 1• l .T !! OMP ' 1 An NPDES permit is required for construction. Permit is to remain on–site at & ENGINEERING E05Z all times. 904.45 Provide rock construction entrance at all locations where construction traffic enters onto existing bituminous roadways. ENGINEERING, INC. g9 s\t The Owner and Contractor will oversee and be responsible for implementation" ;�,::.:' 6e of SWPPP, and will be responsible for erosion control measures on–site until.8�'' 6776 LAKE DRIVE :'' final stabilization has been achieved and a Notice of Termination (NOT) has SUITE 110 ' been filed with the MPCA. The Contractor and Owner shall make available t.) / 866' 1 the City and Carver County Water Management a list of contacts to be gg091 notified if repairs and/or maintenance to site erosion control measures are WITH A ° a required. .. ,' :1 gyp• 1 All BMPs must be maintained with proper function until all site work has beenly completed and site has undergone final stabilization. 'R•ip Ss� Contractor to provide designated concrete truck washout area with appropriate 1 yiJo. signage. Washout area is to be a minimum of 50' from storm drains, t � cn'za ditches, ponds, or bio–filtration basins. Do not allow run–off from this area1 ; N•. by constructing a temporary pit or bermed area large enough for liquid and rnt .o solid waste. After waste concrete is set, break–up and dispose of properly.ggti :..:' Contractor to provide topsoil stockpiles at location designated by owner. g92e4 8 C.W/SS III RIP CLASS LA – Place stockpiles as for from drainageways as possible. Provide silt fence at e9 7 GEOiEXTILE FILTER FABRIC g's :896j2 1 downstream side of stockpile locations. If stockpile is to be inploce longer t c than 7 days, provide seed and mulch. Any sediment reaching a public or private road shall be removed by street -- J cleaning (not Flushing) before the end of each work day. HOUSE............ After paving, street sweeping and scraping is required for proposed parking lot`',_ Ee Pga3�'1\4. c\ '91 and for any tracked sediment onto adjacent streets. All tracked soils must 5' EMERGENCY OW 1 be swept within 24 hours. UtVA9 9.0 All select compact fill to be compacted 95% (optimum) modified proctor. e ° Turf area(s) to be seeded within 14 days after completion of rough grading. 9ot 9�1I44 414 E Eel Protect stormwater management features during all phases of construction. p29a Features to be constructed at end of project only after stabilization of - ce't i".. n upstream drainage areas. .. t See Storm Water Pollution Prevention Plan (SWPPP) for site sequencing and .... .. 9o4ta e\ 6 1 additional erosion control measures. ............ .. .... 9 . I See Landscape plan for tree removals.59�ta-3 EeR.. 'i n 1 NCHORED iB WETLAND T e, 01 1 901 � 9 4 �p6 x i OMP ' 1 N \HE1 & ENGINEERING E05Z N 904.45 9p11 ENGINEERING, INC. g9 s\t 6776 LAKE DRIVE SUITE 110 a '`5 LINO LAKES, MN 55014 STRAW AT A RATE OF 1.5 TONS/ACRE. MULCH SHALL BE WITH A DISK OR TACKIFIER. USE MnDOT SEED MIX #325 4 LBS/ACRE) AND WET FORBS (2 LBS/ACRE). PROVIDE MARKERS R BUFFER AREA PER APPROVAL OF CITY AND/OR WATERSHED. Jtt UILIAIL BOTTOM -406.'O i 9p0 e 1I M -YEAR 'HWL=909.0 Ee\ 1 Fe`t 1 1b 8 C.Y:' CLASS IIIRIP–RAO W/ GEOTFXTILE FILTER ---\------ j 9p Ef FABRIC — :ORNER 19019 T.i16, R.23 �. Os SPIV Fe -------------- --------------- CORNER -- ----------- -----CORNER 3, T.116, R.23 1 1 X 910.6 i ___ _____ __t_�_: 1 .. .. 4 .`972.1 o!v �\\ .T=9�1, I C 1 B8 B= C to 9-gigm 11.'. roN ` a 916%cc 1 1 W O_o 1. I I 0) N ' I — .. ... ........ m I 4 ____ 1 i,..• A 1918..... XGtlY9 19\100_.... 1 '' 5t5�{2 _1'4AII✓8 rn .'rj �p I I �. \9,999\9 i19\E 9\813: "W9't4'j •9GE DYt 93 . 4 9N5. 23 6�5 981YS00\YB 9\e2S f:0 eG RELOCATE EXISTING UTILITIES AS rn \ n igt s \811 NECESSARY FOR CONSTRUCTION rq�4 pec (fYP) I0\ZO 9\ H1. je 5g 920 NpOR "••.''g`8 Ep0\J. SCR••• •�Z{6Pft I P .h1 \C ghc ` BG 4p MATCH INTO EXISTING \ OUSE H 120 �N94REN0 FN ,••••,.: MOO ;e\_ g CONCRETE APRON PROTECT EXISTING FENCE�G { – e$P 59 END CURB AT PROPERTY UNE I Eg\ 9G - eF` So "S's (TYP) HOUSE I I "135 913 S40RM\N i w4 e0 1roN � n`` ckFp98o 1 DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 O Z t– Lu a � O U U W 0 w O Lu U) W U W 0 N W C7 Q Z GD s g O CL W Z� Go D Z Go Elf 90 U L iY U Z ~ C O O U = a0 �y k3 9pe 1.44 uJ .......9p1'S5 d ZOE PROVIDE "••'•-- iB WETLAND T e, 01 1 901 � 9 4 �p6 x i OMP ' 1 N \HE1 & ENGINEERING E05Z N 904.45 1 1 X 910.6 i ___ _____ __t_�_: 1 .. .. 4 .`972.1 o!v �\\ .T=9�1, I C 1 B8 B= C to 9-gigm 11.'. roN ` a 916%cc 1 1 W O_o 1. I I 0) N ' I — .. ... ........ m I 4 ____ 1 i,..• A 1918..... XGtlY9 19\100_.... 1 '' 5t5�{2 _1'4AII✓8 rn .'rj �p I I �. \9,999\9 i19\E 9\813: "W9't4'j •9GE DYt 93 . 4 9N5. 23 6�5 981YS00\YB 9\e2S f:0 eG RELOCATE EXISTING UTILITIES AS rn \ n igt s \811 NECESSARY FOR CONSTRUCTION rq�4 pec (fYP) I0\ZO 9\ H1. je 5g 920 NpOR "••.''g`8 Ep0\J. SCR••• •�Z{6Pft I P .h1 \C ghc ` BG 4p MATCH INTO EXISTING \ OUSE H 120 �N94REN0 FN ,••••,.: MOO ;e\_ g CONCRETE APRON PROTECT EXISTING FENCE�G { – e$P 59 END CURB AT PROPERTY UNE I Eg\ 9G - eF` So "S's (TYP) HOUSE I I "135 913 S40RM\N i w4 e0 1roN � n`` ckFp98o 1 DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 O Z t– Lu a � O U U W 0 w O Lu U) W U W 0 N W C7 Q Z GD s g O CL W Z� Go D Z Go Elf 90 U L iY U Z ~ C O O U = a0 �y k3 9pe 1.44 uJ .......9p1'S5 d ZOE PROVIDE "••'•-- iB WETLAND e, 901 � 9 4 �p6 x 9p6?2 OMP ' P9tP158e �p Ee�t & ENGINEERING E05Z N 904.45 9p11 902\4 XSOE k _n11 NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 PROTECT EXISTING TRAIL FROM DAMAGE DURING CONSTRUCTION (TYP)0 NORTH 0 25 50 1 INCH= 50 FEET C1 qp3 j6 X :qr -s;. PF OE, 4 �p6 9p6?2 SITE PLANNING P9tP158e �p Ee�t & ENGINEERING E05Z PLOWS 9p11 ENGINEERING, INC. g9 s\t 6776 LAKE DRIVE SUITE 110 a '`5 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 PROTECT EXISTING TRAIL FROM DAMAGE DURING CONSTRUCTION (TYP)0 NORTH 0 25 50 1 INCH= 50 FEET C1 APPLE TREE ESTATES PRELIMINARY UTILITY PLAN City of Chanhassen, Minnesota GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One -Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Temporary street signs, lighting, and addresses shall be provided during construction. Storage of materials or equipment shall not be allowed on public streets or within public right-of-way. A Minnesota Licensed Civil Engineer must design and sign all retaining walls 4 -foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. NOTES Existing watermain location and size shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Watermain shall be 6" ductile iron pipe (DIP) class 52. An approved plastic film wrap is required on all DIP pipe. Water services shall be 1" copper type K, except for services to Lots 1 and 2, which shall be 1-1/4" copper type K. Extend service 9' past property line. Place curb stop at property line. Hydrants shall be Waterous Pacer WB 67 or Mueller Super Centurion 250. Place hydrants 5' from back of curb. Provide preformed insulation, PPG Foamgloss, or approved equal where sanitary sewer or storm sewer crosses within 18" of watermain. LEGEND STORM SEWER NOTES Field verify size, elevation, and location of existing storm sewer and notify engineer of any discrepancies prior to any installations. Storm sewer shall be Reinforced Concrete Pipe (RCP) with R-4 gaskets or, if allowed by City, HDPE pipe may be used. (See plan for locations where RCP is required.) HDPE pipe shall meet the requirements of AASHTO M294, Type S with watertight connections. Use sand/granular material for backfilling and compaction of HDPE pipe in accordance with the requirements of ASTM 2321. SANITARY SEWER NOTES Existing sanitary sewer location, size, and elevation shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Sanitary sewer main shall be PVC SDR 35. Sanitary sewer service pipe and fittings, including wyes, shall be 4" PVC SDR 26 minimum and shall be stationed from the downstream manhole. Service locations shall be verified in the field prior to any installations. I SM Existing Well OHw Overhead Wire DESIGN BY: Utility Pole Existing Watermain © Utility Box 1 Proposed Watermain © Cable Box > Existing Sanitary Sewer ® Telephone Box >- Proposed Sanitary Sewer !� Existing Sanitary Sewer Manhole » Existing Storm Sewer }- Proposed Storm Sewer O$ Proposed Sanitary Sewer Manhole x Existing Fence Op 11 Existing Storm Manhole/Catch Basin ® ❑ Proposed Storm Manhole/Catch Basin GV N Existing Gate Valve cv Proposed Gate Valve Y Existing Hydrant Proposed Hydrant Existing Apron moo Proposed Retaining Wall _J / I 1 ----------- RI / 8„ 1 1 �------ --____-- EXIST 8" PVC 12" /------ 1 !/ EXIST1--------------' I �M=889.3± I INV.=8825± / / 1 ^ EXISTING SAN-� I SERVICE (APPROX) 1 1 I I � \ I � I I \ I \ SAN CLEANOUT- I EXISTING SEWER I I SERVICE (TO REMAIN) 1 11 ^ I I ?0 EXISTING WELL / 1 / CUT -IN NEW 8" X 4" I (VERIFY WITH OWNER IF TO \WYE W/ 5' RISER ; 1 EXISTING REMAIN OR BE ABANDONED / MAIN INV: 883.6± 1 1 SE I i 43'-4" PVC ® 2.08% 1 HOUSE I IF TO BE ABANDONED, 1 1 v (TOR F I FOLLOW APPLICABLE CODES) 1 � INV: 889.5± ND 1 i A I I I / EXIST MH 1 D RISER AT END) 1 u' RIM=888.5 %I 1 I I I / INV.=883.5 11 1 1 I HOUSE I I o f//-♦/ i I 1111 ZII I ` ;; ; ♦ 1 1 1II 1 ❑ i I HOUSE I w' I I 1 I I cl 1 111 r11 I � 11 i i I I ' 1 N11 ♦ t� 11 I 11 11 14 I I A V 1 I 1 I t I I \ I -- - --J 1 DRAINTILE OUTLET HOUSE i I INV 902.00 EXIST M IM -898. - i I 1 I CLEAN-OUT al v=saa. I 11 _-,INV 904.00 HYDRANT AND \1 1 I a ; /� 8" DRAINII I TEM i VALVE + i � (( INV 904.00 ^ } } } o --o \ \ 1 (ALSO SEE R TENTION BASIN DETAIL) 1 } \1 USE CLEAN T BENDS AND END OF I I FINGERS t\- (( HOUSE BIO -RETENTION ASIN ((I ( \ \ \tt \-- _ I I OUTLET STRUC RE \ \ (SEE DETAI i ^ I I ( \ \\It / / i I 1 15" RC APRON INV 906.00 ^ 156'-15" PIPE ® 0.40% I I l l i ( i i 45'-15" PIPE O 0.40% ` _ - - _-----�--- RE OVE I I CONNECT TO EXISTING I I -�-- 1 1 EXIS NG PIPE ° I MANHOLE WITH INSIDE DROP I o 1 AT INV 900.0 (FIELD VERIFY) ti, I CONNECT TO EXISTING I v� i \ \\ O� ° q _ MANHOLE VIA CORE DRILLQNV 906.2) n m 11 I� O - IN 15" MP 10 V ®i 3 rn-w 1 .-911.5 + I E I .=91 i.5 " SAN MH 1 4 I I 1 I RIM 918.55 " S 1 4 CORNER EXIST I I I INV 902.98 I I Exr / RIM=910.5 1.____________ ____________ ___J I < S It SEC. 14, T.116, R.23 Nv.=885.3 y I EXIST CLEAN-OUT 1 NII ------------------------------------ { w INV. -897.7 1�1 EX 15" FES a EXIST 15" RCP 1 243'-8 PVC - - - - - J __INV. -S-900 3/' �� E< _ t ' ° °+ e ° - A '1 --- ---- ---- ,r 1 I r-- ---------------- r - 1 INV. v EX Ss 9os.3±_.' I 9011 O oto I 3 i 4" SUBSURFACE DRAIN i(TYI') \ INV. W=901.11 r M CD a= C4 1 1 T uI I 1 MH 4 (0=48") I a\, 1 I I � l O 1 11 I % ORIGINAL DATE: JANUARY 15, 2009 0 Z F w a � 0 U 0 W o w O LLI to X U LU 0 1-- 9 0 N d E m Y U E a' '0 d v '0-0 �4 o Z c N l0 m J N C C •- -� 3 �w m 2 z u, CL a r N � Q L Q O N N W N $ c� T V J r=0 o a a y s g *r w a W }} RUN F- H w a C w Q as CD it I 0 X90 >9 NEIL KLINGELHUTZ 12" CMP +�y9°° + 9731 Meadowlark Ln .=901.5 ,'� E Chanhassen, MN 55317 PHONE: (612) 685-5580 j I °� - 5AN SVC PROXf 1 x,04 RIM 911.00 N 1/4 CORNER INV 910.6 SEC. 23, T.116, R.23 NEENAH R-1742 IIE_ O906.38 A t sEND INV 907.64 CBMH 1 (HYDRO INTERNATIONAL -12PI O 2.0 2 CONNECT TO EXISTING G MAIaC' �os \ .� �SITE PLANNI�NG"FRST DEFENSE" STRUCTURE) RIM 911.00 I ----'-----------' ---CBfAR TSB WEU t WITH 1" CORPORATION v & ENGINEERING INV 907.25-N,S }} 1. \ 3') (FIELD VERIFY v 2.801 CM 3 (2' X °♦ PLOWS I CBMH 1 (I6=48") i } EENAH R- 067V i d - i RIM 917.30 i i 919. t wet RIM 913.60 ^ I I ® IN 913.30 i I p _ - 11 ^ INV 909.50-E } I I N ENAH R -3067V , Q Ex HYD ' N o 1 I 4 ENGINEERING, INC. INV 908.50-N I } ^ O a v ( i I ti _�--- �,, NEENAH R -4341A N 1 27'-12' RCP ®1.85% _ J O� rn 0) _ _ ____ " P\'G __ 1 � 6776 LAKE DRIVE STORM SHOWN, BASED ON �__ �� 1 }I } I Aaj r 10 ¢4" PVC 2.08% 51•'¢ 08'A �� pTER PPA pPA ROX) '.: SUITE 110 PLAN 86-02A-004 s_w I n ; } I N A O 1 EX 5T 8" 01P w A LINO LAKES, MN 55014 1 OBTAINED FROM CITY 1 I } _ SAN I MH 2 PHONE: (651) 361-8210 a L_________ __ ___ _ _ ___J m RIM ,918.70Q., Q� - oW, FAX: (651) 361-8701 ___ Z INV 903.8 H GE ORi I I 179'-12" RCP O 2. 2% I / tWAIERS Ex MH .-RIM=909.4 NORTH WATERMAIN SHOWN, BASED ON-�' w I / INv.=900.1 PLAN 86-02A-004 s -w I �� 1 II 1 CLEAN-OUT2 1�. OBTAINED FROM CITY 11 ♦ RIM 918.30 6•_i N ^ INV 906.81to " N a ^ O\ ♦ 9 ., ° CLEAN-OUT 1 I w I 04\ A RIM 917.80 - I C\ t INV 905.75 HOUSE 6 51NVP916.1_ a E INSTALL SALVATE� 0 25 50 Nv.�91s.a \ HYDRANT AND NE% VALVE L-------------------------------------\-- REMOVE AND SALVAGE E TING HOUSE I I L 12" RC APRON HYDRANT AND CONNECT N 6" 1INCH= 5o FEET L _Ex ce I LEC. BOX INV 917.00 I WATERMAIN (LEAVE EXISTING FT g� - - i I VALVE IN PLACE) INV.=914.9: F EXIs\ I I I REMOVE EXISTING PIPE RIM=920.6 Nv.=aas.a \ HOUSE I I �(, cz DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROD. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 0 Z F w a � 0 U 0 W o w O LLI to X U LU 0 1-- 9 0 N d E m Y U E a' '0 d v '0-0 �4 o Z c N l0 m J N C C •- -� 3 �w m 2 z u, CL a r N � Q L Q O N N W N $ c� T V J r=0 o a a y s g *r w a W }} RUN F- H w a C w Q as CD it I 0 X90 >9 NEIL KLINGELHUTZ 12" CMP +�y9°° + 9731 Meadowlark Ln .=901.5 ,'� E Chanhassen, MN 55317 PHONE: (612) 685-5580 j I °� - 5AN SVC PROXf 1 x,04 RIM 911.00 N 1/4 CORNER INV 910.6 SEC. 23, T.116, R.23 NEENAH R-1742 IIE_ O906.38 A t sEND INV 907.64 CBMH 1 (HYDRO INTERNATIONAL -12PI O 2.0 2 CONNECT TO EXISTING G MAIaC' �os \ .� �SITE PLANNI�NG"FRST DEFENSE" STRUCTURE) RIM 911.00 I ----'-----------' ---CBfAR TSB WEU t WITH 1" CORPORATION v & ENGINEERING INV 907.25-N,S }} 1. \ 3') (FIELD VERIFY v 2.801 CM 3 (2' X °♦ PLOWS I CBMH 1 (I6=48") i } EENAH R- 067V i d - i RIM 917.30 i i 919. t wet RIM 913.60 ^ I I ® IN 913.30 i I p _ - 11 ^ INV 909.50-E } I I N ENAH R -3067V , Q Ex HYD ' N o 1 I 4 ENGINEERING, INC. INV 908.50-N I } ^ O a v ( i I ti _�--- �,, NEENAH R -4341A N 1 27'-12' RCP ®1.85% _ J O� rn 0) _ _ ____ " P\'G __ 1 � 6776 LAKE DRIVE STORM SHOWN, BASED ON �__ �� 1 }I } I Aaj r 10 ¢4" PVC 2.08% 51•'¢ 08'A �� pTER PPA pPA ROX) '.: SUITE 110 PLAN 86-02A-004 s_w I n ; } I N A O 1 EX 5T 8" 01P w A LINO LAKES, MN 55014 1 OBTAINED FROM CITY 1 I } _ SAN I MH 2 PHONE: (651) 361-8210 a L_________ __ ___ _ _ ___J m RIM ,918.70Q., Q� - oW, FAX: (651) 361-8701 ___ Z INV 903.8 H GE ORi I I 179'-12" RCP O 2. 2% I / tWAIERS Ex MH .-RIM=909.4 NORTH WATERMAIN SHOWN, BASED ON-�' w I / INv.=900.1 PLAN 86-02A-004 s -w I �� 1 II 1 CLEAN-OUT2 1�. OBTAINED FROM CITY 11 ♦ RIM 918.30 6•_i N ^ INV 906.81to " N a ^ O\ ♦ 9 ., ° CLEAN-OUT 1 I w I 04\ A RIM 917.80 - I C\ t INV 905.75 HOUSE 6 51NVP916.1_ a E INSTALL SALVATE� 0 25 50 Nv.�91s.a \ HYDRANT AND NE% VALVE L-------------------------------------\-- REMOVE AND SALVAGE E TING HOUSE I I L 12" RC APRON HYDRANT AND CONNECT N 6" 1INCH= 5o FEET L _Ex ce I LEC. BOX INV 917.00 I WATERMAIN (LEAVE EXISTING FT g� - - i I VALVE IN PLACE) INV.=914.9: F EXIs\ I I I REMOVE EXISTING PIPE RIM=920.6 Nv.=aas.a \ HOUSE I I �(, cz APPLE TREE ESTATES STORM WATER POLLUTION PREVENTION PLAN ISWPPPI Ci4v of Chanhassen, Minnesota GENERAL EROSION AND SEDIMENT CONTROL INSPECTIONS AND MAINTENANCE 1. The Permittee(s) (either the owner or operator) must routinely inspect the construction site once every seven (7) days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. 2. All inspections and maintenance conducted during construction must be recorded in writing and these records must be retained with the SWPPP in accordance with RECORD DETENTION. Records of each inspection and maintenance activity shall include: shall include: a. Date and time inspections; b. Name of person(s) conducting inspections; c. Findings of inspections, including recommendations for corrective actions; d. Corrective actions token (including dates, times, and party completing maintenance activities); e. Date and amount of rainfall events greater than 1/2 inch (0.5 inches) in 24 hours; and f. Documentation of changes made to the SWPPP. 3. Where parts of the construction site have undergone final stabilization, but work remains on other parts of the site, inspections of the stabilized areas may be reduced to once per month. Where work has been suspended due to frozen ground conditions, the required inspections and maintenance must take place as soon as runoff occurs at the site or prior to resuming construction, whichever comes first. 4. All erosion prevention and sediment control BMPs must be inspected to ensure integrity and effectiveness. All nonfunctional BMPs must be repaired, replaced, or supplemented with functional BMPs. The Permitee(s) must investigate and comply with the following inspection and maintenance requirements: a. All silt fences must be repaired, replaced, or supplemented when they become nonfunctional (develop tears, detach from posts, post become dislodged from ground, etc.) or the sediment reaches 1/3 of the height of the fence. These repairs must be made within 24 hours of discovery, or as soon as the field conditions allow access. b. Temporary and permanent sedimentation ponds must be drained and the sediment removed when the depth of the sediment collected in the basin reaches 1/2 the storage volume. Drainage and removal must be completed within 72 hours of discovery or as soon as field conditions allow access. c. Surface waters, including drainage ditches and conveyance systems, must be inspected for evidence of sediment being deposited by erosion. The Permitee(s) must remove all deltas and sediment deposited in surface waters, including drainage ways, catch basins, and other drainage systems, and restabilize the areas where sediment removal results in exposed soil. The removal and stabilization must take place within seven (7) days of discovery unless precluded by legal, regulatory, or physical access constraints. The Permitee shall use all reasonable efforts to obtain access. If precluded, removal and stabilization must take place within seven (7) calendar days of obtaining access. The Permitee is responsible for contacting all local, regional state and federal authorities and receiving any applicable permits, prior to conducting any work. d. Construction site vehicle exit locations must be inspected for evidence off-site sediment tracking onto paved surfaces. Tracked sediment must be removed from all off-site paved surfaces, within 24 hours of discovery, or if applicable, within a shorter time. e. The Permittee(s) are responsible for the operation and maintenance of temporary and permanent water quality management BMPs, as well as all erosion prevention and sediment control BMPs, for the duration of the construction work at the site. The Permittee(s) are responsible until another Permitee has assumed control over areas of the site that have not been finally stabilized or the site has undergone final stabilization, and a Notice of Termination has been submitted to the MPCA (see TERMINATION OF COVERAGE). f. If sediment escapes the construction site, off-site accumulations must be removed in a manner and at a frequency sufficient to minimize off-site impacts (e.g., fugitive sediment in streets could be washed into storm sewers by the next rain and/or pose a safety hazard to users of public streets). 5. All infiltration areas must be inspected to ensure that no sediment from ongoing construction activities is reaching the infiltration area and these areas are protected from compaction due to construction equipment driving across the infiltration area. POLLUTION PREVENTION MANAGEMENT MEASURES The Permitee(s) shall implement the following pollution prevention management measures on the site: i. Solid Waste: Collected sediment, asphalt and concrete millings, floating debris, paper, plastic, fabric, construction and demolition debris and other wastes must be disposed of properly and must comply with MPCA disposal requirements. 2. Hazardous Materials: Oil, gasoline, paint and any hazardous substances must be properly stored, including secondary containment, to prevent spills, leaks or other discharge. Restricted access to storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste must be in compliance with MPCA regulations. 3. External washing of trucks and other construction vehicle must be limited to a defined area of the site. Runoff must be contained and waste properly disposed of. No engine degreasing is allowed on site. DEWATERING AND BASiN DRAINING 1. Dewatering or basin draining (e.g., pumped discharges, trench/ditch cuts for drainage) related to the construction activity that may have turbid or sediment laden discharge water must be discharged to a temporary or permanent sedimentation basin on the project site whenever possible. If the water cannot be discharged to a sedimentation basin prior to entering the surface water, it must treated with the appropriate BMP, such that the discharge does not adversely affect the receiving water or downstream landowners. The Permittee(s) must ensure that discharge points are adequately protected from erosion and scour. The discharge must be dispersed over natural rock riprop, sand bags, plastic sheeting or other accepted energy dissipation measures. Adequate sedimentation control measures are required for discharge water that contains suspended solids. 2. All water from dewatering or basin draining activities must be discharged in a manner that does not cause nuisance conditions, erosion in receiving channels or on downslope properties, or inundation in wetlands causing significant adverse impact to the wetland. AMENDMENTS TO SWPPP The Permittee(s) must amend the SWPPP as necessary to include additional requirements, such as additional or modified BMPs, designed to correct problems identified or address situations whenever: 1. There is a change in design, construction, operation, maintenance, weather or season conditions that has a significant effect on the discharge of pollutants to surface waters or underground waters: 2. Inspections or investigations by site operators, local, state or federal officials indicate the SWPPP is not effective in eliminating or significantly minimizing the discharge of pollutants to surface waters or underground waters or that the discharges are causing water quality standard exceedances, or 3. The SWPPP is not achieving the general objectives of controlling pollutants in storm water discharges associated with construction activity, or the SWPPP is not consistent with the terms and conditions of this permit. 4. At any time after permit coverage is effective, the MPCA may determine that the project's storm water discharges may cause, have reasonable potential to cause, or contribute to non -attainment of any applicable water quality standard. If MPCA makes such a determination, the MPCA will notify the Permittee(s) in writing. In response, the Permittee(s) must develop a supplemental BMP action plan or appropriate SWPPP amendments describing SWPPP modifications to address the identified concerns and submit information requested by the MPCA, which may include an individual permit application. If MPCA's written notification requires a response, failure to respond within the specified timeframe constitutes a permit violation. FINAL STABILIZATION The Permitee(s) must ensure final stabilization of the site. The Permitee(s) must submit a Notice of Termination within 30 days after final stabilization is complete, or another owner/operator (Permittee) has assumed control over all areas of the site that have not undergone final stabilization. Final stabilization can be achieved in one of the following ways: 1. All soil disturbing at the site have been completed and all soils must be stabilized by a uniform perennial vegetative cover with a density of 70 percent over the entire previous surface area, or other equivalent means necessary to prevent soil failure under erosive conditions and; a. All drainage ditches, constructed to drain water from the site after construction is complete, must be stabilized to preclude erosion; b. All temporary synthetic, and structural erosion prevention and sediment control Best Management Plans (such as silt fence) must be removed as part of the site final stabilization; and c• The Permitee(s) must clean out all sediment from conveyances and from temporary sedimentation basins that are to be used as permanent water quality management basins. Sediment must be stabilized to prevent it from being washed back into the basin, conveyance and drainage ways discharging off-site or to surface waters. The clean out of permanent basins must be sufficient to return the basin to design capacity. 2. For residential construction only, final stabilization has been achieved when temporary erosion protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the Permitee must distribute the MPCA "homeowner fact sheet" to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. RECORD DETENTION The SWPPP, all changes to it, and inspections and maintenance records must be kept at the site during construction by the Permitee who has operational control of that potion of the site. The SWPPP can be kept in either the field office of in on on-site vehicle. All owner(s) must keep the SWPPP, along with the following additional records, on file for three (3) years after submitted of the NOT as outlined in TERMINATION OF COVERAGE. This does not include any records after submittal of the NOT. 1. Any other permits required for the project; 2. Records of all inspection and maintenance conducted during construction 3. All permanent operation and maintenance agreements that have been implemented, including ail right of way, contracts, covenants, and other binding requirements regarding perpetual maintenance; and 4. All required calculations for design of the temporary and permanent storm water management systems. TERMINATION OF COVERAGE 1. Permittee(s) wishing to terminate coverage under this permit must submit a Notice of Termination (NOT) to the MPCA. Compliance with the permit is required until a NOT is submitted. The Permittee(s) authorization to discharge under this permit terminates at midnight of the day the NOT is signed. 2. All Permittee(s) must submit a NOT within thirty (30) days after one or more of the following conditions have been met: a. Final Stabilization has been achieved on all portions of the site for which the Permitee is responsible (including the removal of all temporary erosion control measures such as silt fence, and if applicable, returning agricultural land to its pre construction agricultural use); b. Another owner/operator (Permitee) has assumed control according to Part II.B.5 of MPCA Permit No. MN R100001 over all areas of the site that have not been finally stabilized; or c. For residential construction only, temporary erosion protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the Permitee must distribute the MPCA's "homeowner factsheet" to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. SITE SPECIFIC EROSION AND SEDIMENT CONTROL A) APPLE TREE ESTATES: Apple Tree Estates B) PROJECT LOCATION: 8600 Edgewater Drive (Chanhassen, MN) C) PROJECT DESCRIPTION: The project will consist of the construction of a new public street (cul-de-sac), public utilities, and stormwater facilities. Seven single-family lots will be created - one lot wilt contain an existing home (to remain) and the remaining lots will be graded for home construction. Soil disturbing activities will include: installation of a rock construction entrance; installation of silt fence where surface run-off leaves site; site grading; storm sewer, watermaln, and sanitary sewer installation; building construction including foundation excavation; curb and street construction; and preparation for turf restoration. 1 :: BEFORE CONSTRUCTION AFTER CONSTRUCTION TOTAL SITE AREA 7.4 ACRES TOTAL ESTIMATED IMPERVIOLIJ 0.6 ACRES 1.4 ACRES TOTAL ESTIMATED PERVIOUS I 6.8 ACRES 6.0 ACRES E) TOTAL DISTURBED AREA: 3.75 ACRES F) SITE SEQUENCING OF GRADING AND EROSION CONTROL MEASURES: • Prior to any grading operations, the contractor shall install a rock construction entrance and perimeter slit fence as shown on plan. (Contact City to Inspect erosion control measures prior to grading operations.) Additional silt fence may be necessary If local conditions require. • Perform site grading on an area -by -area basis to minimize uncompleted areas. As each area Is completed, all exposed soils must have temporary erosion control protection or permanent cover according to the following time table: TYPE OF SLOPE TIME* Steeper than 3:1 7 days 10:1 to 3:1 14 days Flatter than 10:1 14 days • Maximum time on area can remain open when the area is not actively being worked.) All sod, seed, mulch and fertilizer shall conform with the following MnDOT specifications as modified below. ITEM MnDOT SPECIFICATION/NOTES Sod 3878 Seed 3876 * For turf establishment MnDOT Mixture 260 (100 lbs/acre) MnDOT Mixture 270 (120 lbs/acre) Temporary Fall cover Spring/summer 1-2 years cover 2-5 years cover MnDOT Mixture 1008 (100 lbs/acre) MnDOT Mixture 110 (at 100 lbs/acre) MnDOT Mixture 150 (at 40 lbs/ocre) MnDOT Mixture 190 (at 60 lbs/acre) ** For bio -retention basin See detail Mulch 3882 (Type 1 - Disc Anchored) Fertilizer 3881 Wood Fiber Blanket 3885 (Category 2) ** To reduce weed establishment, mow 2 to 3 times (30 days apart) during the 1st year with the mower deck about 6" - 8" off the ground. Mow one time during the 2nd year before weeds set their seeds. Burn or mow once every 3-5 years following the initial 2 years of maintenance to remove dead plant material and stimulate new seed. * Mow a minimum of once per 2 weeks • The contractor shall pay special attention to all adjacent property lines and make sure the erosion control practices inplace in those areas prevent migration of sediment onto adjacent properties. • If any slopes appear to be falling, additional slit fence, blorolls and erosion control blanket shall be added as needed. • The contractor shall maintain and repair all silt fence (including the removal of accumulated sediment) until vegetation Is established and the site Is stabilized. (See also INSPECTIONS AND MAINTENANCE). • Protect bio -retention basin during all phases of construction. Basin to be constructed at end of project only after stabilization of upstream drainage areas. • Provide temporary mulch over all pervious areas. • Maintain slit fence, including the removal of accumulated sediment, through completion of building construction. Silt fence to be removed only after completion of building construction and upon establishment of vegetation. • Final grade Swale areas upon stabilization of upstream areas. • Provide wood fiber blanket for all areas of concentrated flow, all slopes 3:1 or greater, and where drainage swales enter bio -filtration basins. • Sod all disturbed drainage areas, including swales, pond overflows, around storm sewer flared -end sections, and off-street catch basins. • Upon grading completion the contractor shall provide native topsoil, seed, and mulch anchored with a straight set disc within 48 hours of final grading. • Excess soil should be treated like other exposed soil and stabilized within 72 hours. Any soil stockpiles to have silt fence placed around perimeter. • Adjacent streets shall be kept clean of construction materials, dirt, and other undesirable materials. When materials or debris have washed/flowed onto adjacent streets, it is the Contractors responsibility to sweep/scrape streets as necessary or as directed by the City. EFKXNON CONTROL WASURES STRUCTURAL PRACTKX8 1. Silt Fence - will be Installed prior to any grading activities along the perimeter of those portions of the site which are downstream of storm water run-off. 2. Storm water Management - Storm water treatment will be provided via a bio -retention basin and pre-treatment manhole ('First Defense" by Hydro International.) 3. Rock Construction Entrance - shall be used at all locations where construction vehicles leave sdte onto hard surface roads. 4. Storm Sewer Inlet Protection - shall be used at all CBs to prevent site sediment from washing into ponding basin. 5. Storm Sewer Outlet Protection - including rip -rap and geotextile filter fabric shall be used at all pipe outlets to prevent site washouts. OTHER CONTROLS 1. Construction Waste Materials - All waste materials generated as a result of site construction shall be collected and removed according to all local and/or state waste management regulations by a licensed solid waste management company. The contractor will ensure that all site personnel are instructed in these practices. 2. Hazardous Wastes - All hazardous waste materials shall be stored properly to prevent spills and vandalism. When necessary, hazardous wastes will be disposed of in the manner specified by local and/or state regulation or by the manufacturer. 3. Sanitary Waste - All sanitary waste will be collected from the portable units by a local, licensed water management company, as required by local regulation. 4. Offsite Vehicle Tracking - A rock construction entrance has been provided to help reduce vehicle tracking of sediments. The paved street adjacent to the site entrance shall be swept on an as -needed basis, or as determined by the City. Dump trucks hauling loose materials (sand, topsoil, etc.) to and/or from the site shall be covered with a tarpaulin. 5. Vehicle Cleaning - No engine degreasing is allowed on-site. External washing of vehicles to be confined to a defined area ("bone yard") on-site. The bone yard is to be at least 50 feet from any storm drain inlet and shall drain to a temporary pit of adequate volume to hold all liquid and waste concrete materials generated during washout operations. Hardened concrete shall be broken up and disposed of as required by local regulations. If necessary, place silt fence around bone yard area to ensure no sediments enter any storm water basin or storm sewer inlet. The following are the inspection and maintenance practices that will be used to maintain erosion and sediment con+rols. DRAWN BY: DESIGN BY: A.G. C.G.S. cHCKD BY: PROJ. N0. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 O Z F g O U U w o w Z O w U W � U F o 0 N I d Z 6 J Lu i • All control measures will be inspected at least once each week and following any C storm even of 0.5 inches or greater. • All measures will be maintained in good working order; if a repair is necessary, it f/,1 CLa FO- d S will be initiated within 24 hours or report. = • Built up sediment will be removed from silt fence when it has reached one-third N JO the height of the fence. W Z (1/3) a • Silt fence will be inspected for depth of sediment, tears, to see if the fabric is Z W a securely attached to the fence posts, and to see that the fence posts are firmly W F 2 in the ground. CA Q O • Temporary seeding and planting will be inspected for bare spots, washouts, and GD C �' Z healthy growth. a = > • A maintenance report will be male after each inspection. Q, C w Q yea v NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING 8 ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C3 APPLE TREE ESTATES DETAILS Citi of Chanhassen, Minnesota ELEV = 909.5 rSE:EP:LAN 15" PIPE INV 907.0 GALVANIZED GRATE ELEV = 909.0 TOP OF WEIR WALL ELEV = 908.4 4" 0 ORIFICE INV 907.0 12-12" RCP 0-8.33% 12" RCP INV 907.0 INTEGRAL BASE SKIMMER STRUCTURE W/ WEIR BIORETENTION BASIN (NOT TO SCALE) PL CL PL 30' 30 15.5' to Bock 15.5' to Back Wear Course to be 1/2" \oQe Above Edda of Gutter S N/A 3.07 2.0% 40+. S�oPe 1.5 : 1 1' Draintile 4" Topsoil, Seed 1 1/2"-MNOOT 2350 LVWE3503013 & Mulch or Sod. Draintile Tack Coat - 2357 Surmountable 2"-MNOOT 2350 LVNW350308 Concrete Curb 12" -Class 5 Aggregate Base, 1009 Crushed 24" MNDOT 3149.2B Select Granular Borrow (See Note 7) NOTES 1. Minimum Right -of -Way Required - 60'. 2. Maximum street grade 7.0%. 3. Minimum street grade 0.759.. 4. 4.0" Topsoil placed in disturbed areas. 5. 2 Rolls sod behind curb. 6. The bituminous wearing surface shall be placed the next construction season following placement of the bituminous base. 7. A test roll of the prepared subgrade shall be performed by the owner in the presence of a city inspector. The city has the authority to require additional subgrade correction based on the test roll. 8. Draintile shall be placed along both sides of roadway. See plate 5232 for details. CITY OF TYPICAL RESIDENTIAL STREET SECTION REVISED: 2-0e PLATE NO.: 5200 ENGINEERING DEPARTMENT FILE NAME: G: ENG SPECS 5200 12" RC APRON W/ TRASHGUARD INV 906.0 58"0 O.D. SEE DETAIL "A -A 1/4"x1" FLAT STL.-ti, HINGE ASSEMBLY MINIMUM OF 2HINGESLA. IV REQUIRED ff II/ (4) 1/2"0-13 UNC HEX HEAD STAINLESS STL. BOLTS WITH NUTS AND WASHERS 518"0 SMOOTH RND. STOCK 4 O.C. BOTH WAYS - L 57"0 (2) PIECE 5/8" ROD POND SKIMMER GRATE GRATE NOTES: 1) GRATE TO BE MADE IN TWO (2) PIECES 2) ALL METAL SHALL BE HOT -DIPPED GALVANIZED GALVANIZED GRATE (NOT TO SCALE) STREET _ TYPICAL LOT (NOT TO SCALE) 1/2" STL. PLATE DETAIL "A -A" - - - - - - --- C.G.S. WELL -GRADED PLANTING LOT NO. I 08-1227 I LFE = LOW FLOOR ELEVTION per it AGGREGATE .c ID o 20% NATIVE TOPSOIL (LESS THAN 5% CLAY CONTENT) FFE = FIRST FLOOR ELEVTION 2. MnDOT B618 ELEV=905.50 8" 1 18" - Concrete Curb and Gutter 1�2 r DRAINAGE & UTILITY Imo- 3 I FOR WALK -OUTS: EASEMENT I I LFE = FINISHED GRADE AT REAR + 0.3 FT m t Concrete Curb and Gutter STABILIZATION BLANKET TO BE SUITABLE FOR SEEDING (E.G. STRAW -COCONUT BLANKET). F FOR LOOK -OUTS: SURFACE DRAINAGE I ELEV=904.00 I LFE = FINISHED GRADE AT REAR - 3.2 FT BASIN TO REMAIN UNLINED. I r Top Bituminous Material 'a FOR ALL: FINISHED GRADE I 1 I FFE = LFE + 8.4 FT. AT REAR OF BLDG 28" 4" 8" 1 1/8"r CONSTRUCT BASIN UNTIL CONTRIBUTING DRAINAGE AREAS ARE STABILIZED. eitaminoasBituminous Curb I 915.0 I BUILDING TYPE W/0 -WALK -OUT TYPICAL CURB S� AND GUTTER W/o I L/0 -LOOK-OUT ELEVATION AT I I FRONT OF GARAGE I 922.0 I I L- -- j -----J I I R W (NOT TO SCALE) STREET _ TYPICAL LOT (NOT TO SCALE) 1/2" STL. PLATE DETAIL "A -A" R 30' 60' (FRONT SETBACK) 30' 30' 1 WALK4rxw��':' OT I I I VARIES W BASEMENT FLOOR-' _ 1n CS Note: Silt fence per MNDOT specifications, source 2000, machine sliced woven monofilament, 36"wide fastened steel T -Posts with 3(501b) tensi strength plastic zip ties per T -Post. (Machine sliced) EROSION CONTROL FENCE - TYPE 1 T Posts 2C in ground Ties 'Mia Depth of sit faoce embedment. Note: Type 2 silt fence is the same as type I with hay bales installed as per detail. Type 2 to be used to protect all wetlands. Zip Ties 24" in ground Hay or Straw Balev w road slates dram boou9h title 1.5 W 2.8 his the groi Was, to be ucewed 6' babe god" Bale, are to W bee sobs a .-Degadable Malerl EROSION CONTROL FENCE - TYPE 2 CITYOF SILT CM SEN FENCE REVISED: 2 -OB PLATE NO.: ENGINEERING DEPARTMENT 5300 FILE NAME: C: ENC SPECS 5300 • <s01as�...� NOTES: PLANT MATERIAL TOLERANT OF INUNDATION AND DROUGHT (NATIVE PLANTS RECOMMENDED) OR USE MnDOT SEED MIXTURE 328 (RATE=88 LBS/ACRE) (SEED MIX NOT RECOMMENDED) STABILIZATION BLANKET (SEE NOTE #3) 18" WELL -GRADED PLANTING MEDIUM (SEE NOTE #1) iN-SITU SOILS AGGREGATE BED W/ DRAINTIEL (SEE DETAIL AT LEFT) I 6" I Distance to variable 1. WELL -GRADED PLANTING MEDIUM TO BE COMPRISED OF (BY VOLUME): C.G.S. WELL -GRADED PLANTING 3"r Top Bituminous Material 08-1227 /2"r slope q314* N '0 per it AGGREGATE .c ID o 20% NATIVE TOPSOIL (LESS THAN 5% CLAY CONTENT) c aoc M 2. MnDOT B618 ELEV=905.50 8" 1 18" - Concrete Curb and Gutter 1�2 r fi- Distance to f .artable (MnDOT TYPE 1) OVER 3'r I /2,.r To Bituminous Material P 0 4) AGGREGATE 3/+aAP n / MnDOT 8612 C m t Concrete Curb and Gutter STABILIZATION BLANKET TO BE SUITABLE FOR SEEDING (E.G. STRAW -COCONUT BLANKET). F NOTE: Q ❑ e For Use Only with Private Driveways, ELEV=904.00 Parking Lots, or Medians. 28"R BASIN TO REMAIN UNLINED. 12"R 16" 68"R r Top Bituminous Material 'a I/ •. SURMOUNTABLE ,1/2 "r N Concrete Curb and Gutter 7• 17 1/2" 10 1/2" 28" 4" 8" 1 1/8"r CONSTRUCT BASIN UNTIL CONTRIBUTING DRAINAGE AREAS ARE STABILIZED. eitaminoasBituminous Curb Surface 6° Shoe Formed N-� CITY OF TYPICAL CURB S� AND GUTTER REVISED: 2-08 ENGINEERING DEPARTMENT PIATE NO.: 5203 FILE NAME: G:\ENG\SPEcS5203 R 30' 60' (FRONT SETBACK) 30' 30' 1 WALK4rxw��':' OT I I I VARIES W BASEMENT FLOOR-' _ 1n CS Note: Silt fence per MNDOT specifications, source 2000, machine sliced woven monofilament, 36"wide fastened steel T -Posts with 3(501b) tensi strength plastic zip ties per T -Post. (Machine sliced) EROSION CONTROL FENCE - TYPE 1 T Posts 2C in ground Ties 'Mia Depth of sit faoce embedment. Note: Type 2 silt fence is the same as type I with hay bales installed as per detail. Type 2 to be used to protect all wetlands. Zip Ties 24" in ground Hay or Straw Balev w road slates dram boou9h title 1.5 W 2.8 his the groi Was, to be ucewed 6' babe god" Bale, are to W bee sobs a .-Degadable Malerl EROSION CONTROL FENCE - TYPE 2 CITYOF SILT CM SEN FENCE REVISED: 2 -OB PLATE NO.: ENGINEERING DEPARTMENT 5300 FILE NAME: C: ENC SPECS 5300 • <s01as�...� NOTES: PLANT MATERIAL TOLERANT OF INUNDATION AND DROUGHT (NATIVE PLANTS RECOMMENDED) OR USE MnDOT SEED MIXTURE 328 (RATE=88 LBS/ACRE) (SEED MIX NOT RECOMMENDED) STABILIZATION BLANKET (SEE NOTE #3) 18" WELL -GRADED PLANTING MEDIUM (SEE NOTE #1) iN-SITU SOILS AGGREGATE BED W/ DRAINTIEL (SEE DETAIL AT LEFT) FINISHED GRADE GRADING GRADE 8. USE LOW -IMPACT, EARTH MOVING EQUIPMENT (WIDE TRACK OR MARSH TRACK EQUIPMENT, OR LIGHT -EQUIPMENT WITH TURF -TYPE TIRES.) B10 -RETENTION BASIN R 30' 60' (FRONT SETBACK) 1 30' 30' I LOOK -OUT/ 1 I (NOT TO SCALE) FINISHED GRADE GRADING GRADE DRAWN BY: 1. WELL -GRADED PLANTING MEDIUM TO BE COMPRISED OF (BY VOLUME): C.G.S. WELL -GRADED PLANTING PROJ. NO. 60% CONSTRUCTION SAND (AASHTO M-6 OR ASTM C-33, GRAIN SIZE 0.02"-0.04") 08-1227 MEDIUM SEE NOTE 1 ( #) 15, 2009 20% MnDOT GRADE 2 COMPOST ELEV=906.00 AGGREGATE .c ID o 20% NATIVE TOPSOIL (LESS THAN 5% CLAY CONTENT) c aoc (SEE NOTE #2) 2. AGGREGATE SHALL BE THE FOLLOWING: ELEV=905.50 NON -WOVEN GEOTEXTILE ozm 1"-1.5" DOU3LE WASHED STONE r_ (MnDOT TYPE 1) OVER � -OR- 0 4) AGGREGATE 1/4"-1/2" WASHED RIVER RUN PEA GRAVEL ELEV=904.67 N m t 3. STABILIZATION BLANKET TO BE SUITABLE FOR SEEDING (E.G. STRAW -COCONUT BLANKET). F d ` = o Q ❑ 4. NO MINING OF SANDY SOILS ALLOWED IN BASIN. ELEV=904.00 5. BASIN TO REMAIN UNLINED. 6. PROVIDE SILT FENCE AROUND BASIN. 7• PROTECT BASIN FROM RUN-OFF DURING LOT CONSTRUCTION ACTIVITIES. DO NOT 2' MIN. 8" PERFORATED DRAIN CONSTRUCT BASIN UNTIL CONTRIBUTING DRAINAGE AREAS ARE STABILIZED. W/ SOCK FINISHED GRADE GRADING GRADE 8. USE LOW -IMPACT, EARTH MOVING EQUIPMENT (WIDE TRACK OR MARSH TRACK EQUIPMENT, OR LIGHT -EQUIPMENT WITH TURF -TYPE TIRES.) B10 -RETENTION BASIN R 30' 60' (FRONT SETBACK) 1 30' 30' I LOOK -OUT/ 1 I (NOT TO SCALE) FINISHED GRADE GRADING GRADE Z 0 a 0 W Z 0 U) 5 W O DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 Z 0 a 0 W Z 0 U) 5 W O I VARLc+ r 10, ------- - - �\. y Q J � W \� ----- BASEMENT FLOOR 0M n o W �. LO z in o d F fWA TYPICAL PAD NOLDDOWNS s (NOT TO SCALE) Q M C: / ROpO 1"-2"WASHED ROCK 780 / �Ftic 6"MIN.DEPTH FOR ROCK 10"MIN.DEPTH FOR WOODCHIPS 18" MINIMUM CUT OFF BERM / TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC •��"0:-- • NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK. CfPYOF CH�BAASSEN ROCK CONSTRUCTION ENTRANCE a) ENGINEERINGDEPARTMENT E to m FILE NAME: G: ENG SPECS 5301 a E Y °' a my �v d M c La m U .c ID o z c aoc U N C C - -� J 3 •° w ozm Z r_ rn a rn � .L 5TL 0 4) ¢ o C N m t c iZi d o as F d ` = o Q ❑ I VARLc+ r 10, ------- - - �\. y Q J � W \� ----- BASEMENT FLOOR 0M n o W �. LO z in o d F fWA TYPICAL PAD NOLDDOWNS s (NOT TO SCALE) Q M C: / ROpO 1"-2"WASHED ROCK 780 / �Ftic 6"MIN.DEPTH FOR ROCK 10"MIN.DEPTH FOR WOODCHIPS 18" MINIMUM CUT OFF BERM / TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC •��"0:-- • NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK. CfPYOF CH�BAASSEN ROCK CONSTRUCTION ENTRANCE REVISED: 2-08 ENGINEERINGDEPARTMENT PUTS NO.: 5301 FILE NAME: G: ENG SPECS 5301 SEDIMENT TRAP AS MANUFACTURED BY WI MCO, LLC.SHAKOPEE, MN., ESS BROS.,LORETTO, MN. OR SIMILAR carne-.rbygyt�e p crr�� Wso hxHU& orcam- srx marov. .uiowN E wnE wV..' LM o/o - •ws Ga -6_=-r L, 0,.,-9a. swan rmroo N, - 29 M 1928 - Md& Ssnr MID „Ee1N <r.Wa oDS WATER ROW RATE (WOUCH ME rF naER) M07 cla O 3' nada NWMuN aw3alaw RIAS 5.94 er, a 15 hear MODEL#CG23 NOTE: Clean filter media after each rain event and replace if filter is clogged with sediment. Remove debris/sediment from receptacle after each rain event. CITIOF CATCH BASIN , mo SEDIMENT TRAP REVISED: 2-08 71ENGINEERING DEPARTMENT PUTS NO.: 5302A FILE NAME: G: ENG SPECS 5302' CO F w NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C4 ------------------- --- 1 I i \ Z] a IC r– I I I I I I I LEGEND VQ� Existing Well 7L Utility Pole © Utility Box © Cable Box [� Telephone Box 0 Existing Sanitary Sewer Manhole (3)Proposed Sanitary Sewer Manhole OU ❑ Existing Storm Manhole/Catch Basin 011 Proposed Storm Manhole/Catch Basin GV ��— N Existing Gate Valve OV e= Proposed Retaining Wall Proposed Gate Valve Y Existing Hydrant 1,089 sf (Section 18-61.d.2.e.1) Proposed Hydrant Canopy coverage from proposed trees = Existing Apron 0 Apple Tree �,./'t.ti.>' Tree A Tree Removed OHw Overhead Wire 3.06 acres Existing Watermain = Proposed Watermain > Existing Sanitary Sewer coverage Proposed Sanitary Sewer >— >, Existing Storm Sewer ��— Proposed Storm Sewer x Existing Fence e= Proposed Retaining Wall GENERAL NOTES The information shown on these drawings Th concerning 9 9 type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Temporary street signs, lighting, and addresses shall be provided during construction. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and sign all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. EXISTING a 4 y I I -------------- iI k ___ -11 �9M�KM I 1 \ I \ I I 1 I I \ I 1 \ \ a I I \ '. I I � \\ Cpl wet�- I I I I , TREE CANOPY INFORMATION Total Site Area = 7.09 acres Wetland Area = 0.20 acres p. Net Site Area = 6.89 acres TWD A 6 Prea buca densata Existing Site Canopy Coverage = 3.06 acres 5 = 44% For low density residential development, required minimum amount of canopy coverage that must be maintained or provided is 35% (Section 18-61.d.2). 4 Preserved Canopy Coverage = 1.50 acres E 13 Prea pungnes e= Proposed Planted Trees = 44 Betula nP s Canopy coverage per Proposed Tree = 1,089 sf (Section 18-61.d.2.e.1) IL Canopy coverage from proposed trees = 1.10 ocre 42 a= W < `i Total Proposed Canopy Coverage = 2.60 acre 0 = 38% PROPOSED TREE LEGEND Tree Type Total Number Proposed Scientific Name Common Name A 6 Prea buca densata Spruce, Black His B 5 Tk amercana Linden American C 7 Quetcus rubs Oak Red D 4 Acer rubrum spp. Ma le Red E 13 Prea pungnes Spruce, Colorado Green F 2 Betula nP s Bich River G 7 Prea obuca S ruce White Trees shall average at least two—and—one—half inch caliper and may be a minimum of one—and—one—half inch caliper. Conifer trees shall average seven feet and shall be a minimum of six feet in height (Section 18-61.d.2.e) At least one front year tree from each lot shall be eight feet in height (coniferous) and two—and—one—half inch caliber (deciduous) at the time of installation (Section 18-61.a.1). LANDSCAPE NOTES INSTALL 4" MIN. BLACK DIRT TO ALL SOD, SEED AND SHRUB AREAS. CONTRACTOR RESPONSIBLE FOR FINE GRADING OF SOD AREAS. STAKE AND/OR MARK ALL PLAN PLANTING LOCATIONS PRIOR TO INSTALLATION. OWNER TO APPROVE ALL LOCATIONS PRIOR TO INSTALLATION. ALL SHRUB AREAS TO BE MULCHED WITH 4" DEPTH OF SHREDDED HARDWOOD MULCH OVER WEED BARRIER. POLY—EDGER TO BE VALLEY VIEW BLACK DIAMOND OR APPROVED EQUAL. (CONTACT OWNER FOR SHRUB LOCATIONS, IF APPLICABLE.) INSTALL 4"-6" DEPTH SHREDDED HARDWOOD MULCH AROUND ROOT SAUCER OF ALL TREES ISOLATED FROM PLANT BEDS. PLANTING SOIL SHALL CONSIST OF 50% SELECT LOAMY TOPSOIL, 25% PEAT MOSS AND 25% PI'. RUN SAND. ALL WORK TO BE GUARANTEED FOR A PERIOD OF ONE YEAR BEGINNING AT TIME OF ACCEPTANCE BY OWNER. CONTRACTOR TO MAKE ALL REPLACEMENTS IN A TIMELY MANNER. ALL MATERIALS SHALL COMPLY WITH THE LATEST EDITION OF THE AMERICAN STANDARD FOR NURSERY STOCK, AMERICAN ASSOCIATION OF NURSERYMEN. ALL TREE TRUNKS SHALL BE WRAPPED WITH BROWN CREPE TREE WRAP OR APPROVED EQUAL. APPLY WRAP IN NOVEMBER AND REMOVE IN APRIL. MAINTAIN AND WATER ALL PLANT MATERIALS UNTIL ACCEPTANCE BY OWNER. APPLY CHEMICAL WEED CONTROL TO ALL LANDSCAPE AREAS PRIOR TO ANY INSTALLATION. STAKING AND GUYING OF TREES OPTIONAL — VERIFY WITH OWNER PRIOR TO INSTALLATIONS \ 1 1 1 14�1 _--_________ I I ' i ' 5 \ I I 1 BOX DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROD. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 a) C E m dr g >" E � gL m a@d v °'mv c m c a 61 O C v N Z CL C i' � Md N 53 C _ --I J °w 8 = a Z Z � Qi N N a= W < < O 0 N a) r r m y b C J �3 = o < ❑ ti C g = Z W a. 61 IL i' � Md u0i y ❑ Z 8 = g Qi NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651)361-8210 FAX: (651) 361-8701 NORTH 4 o 25 50� 1 INCH= 50 FEET C5 APPLE TREE ESTATES PRELIMINARY PLAT SHORELINE OF LAKE SUSAN 11 LEGAL DESCRIPTIONS AS PROVIDED , ti9 AS OF 011E1 Q TRACT 1 DESCRIPTIONOutJ F�� $yti �o�� d< SSeclot tionA14,hanhassen Township 116SRan Range 23, westerrled in ly of theeeasterlrar of 245.00tles feet office, of saidarver G Government of 3sand ealso sterly including, follothatwinrtof describednment Lot 3 in lne. Commencing �,g\aQ P �•' s�1 �G0yeb 1P yF P 9 lying Y Y Y 9 9 �e y°� ��, ,� o / at the Northeast corner of the Northeast 1/4 of Section 23, Township 116, Range 23; thence on an assumed bearing of S 88111' 38" W. along the north line of A tikh; the Northeast 1/4 of said Section 23, a distance of 245.01 feet to the west line of the east 245.00 feet of said Government Lot 3; thence N 2057' 46' W. (�ep along said west line, a distance of 487.30 feet to the point of beginning of the line to be described; thence N 25146' 46" W, a distance of 116.3 feet to the gat �y>P°1p�, 0�O ,^v shore line of Lake Susan; thence easterly along said shore line, to the intersection point with the west line of the east 245.00 feet of said Government Lot 3 and `p �o° ��O�o��F J�� // m0' %� >#0, "e. there terminating. All in Carver County, Minnesota. Subject to roads and easements of record; AND the easterly 245.00 feet of Government Lot 3 in Section 14, py Township 116, range 23. 0 0GLe�`,o O 4F p TRACT 2 DESCRIPTION �o°dao /��a �'� °". The easterly 244.99 feet of the northerly 261.81 feet of the Northeast Quarter of the Northeast Quarter of Section 23, Township 116, Range 23, subject to the�p%�\�\� State Highway No. 101, all in Carver County, Minnesota. io , TRACT 3 DESCRIPTION / Part of the Northwest Quarter of the Northwest Quarter of Section 24, Township 116, Range 23, Carver County, Minnesota, described as follows: Beginning at the northwest corner of the Northwest Quarter of said Section 24; thence on an assumed bearing of South 89 degrees 19 minutes 43 seconds East along the North line of said Northwest Quarter 338.00 feet; thence South 25 degrees 26 minutes 43 seconds East 128.38 feet to the centerline of State Highway Number 101; thence westerly along said centerline along a non tangential curve that is concave to the north, said curve having a central angle of 09 degrees 11 minutes 57 / "(SY, seconds, a radius length of 621.15 feet, an arc length of 99.73 feet, a chord bearing of South 74 degrees 12 minutes 13 seconds West and a chord length of ' 1 99.62 feet; thence South 79 degrees 38 minutes 53 seconds West along said centerline and tangent to last described curve 163.44 feet; thence southwesterly i1 1-� 1 along said centerline along a tangential curve that is concave to the southeast, said curve having a central angle of 19 degrees 36 minutes 53 seconds, a radius Z LII yl length of 231.87 feet, an arc length of 79.38 feet; thence continuing southwesterly along said centerline along a compound curve, that is concave to theX11 p I southeast, said curve having a central angle of 52 degrees 18 minutes 23 seconds, a radius length of 127.60 feet, an arc length of 116.49 feet, a chord bearing o 011'0 of South 33 degrees 34 minutes 37 seconds West, a chord length of 112.49 feet to the West line of said Northwest Quarter; thence North 00 degrees 01 minutes NOS c'1 33 seconds West along said West line 297.33 feet to the point of beginning. This tract is subject to any and all easements of record. vi Wl o GENERAL NOTES 1. Fee ownership is vested in Aloysius Klingelhutz Parcel ID Number: 250231610 Address: 8600 WATERS EDGE DR.. 2. Developer: Neal Klingelhutz; Address: 9731 Meadow Lark Ln, Chanhassen, MN 55317; Cell: (612) 685-5580. 3. Surveyor: Kurt D. Nelson, MN Lic. No. 45356, E.G. Rud & Sons, Inc.; Address: 255 Hwy 7 East, Hutchinson, MN 55350; Phone: (320) 587-2025; Email: knelson@egrud.com. 4. Engineer: Craig G. Schlichting, MN Lic. No. 41295, Plowe Engineering, Inc.; Address: 6776 Lake Drive NE, Suite 110, Lino Lakes, MN 55014; Phone: (651) 361-8210; Email: craig®plowe.com. 5. Wetland Delineator: KJOLHAUG ENVIRONMENTAL SERVICES COMPANY; Phone: (952) 401-8757. 6. This survey was prepared without the benefit of title work. Additional easements, restrictions and/or encumbrances may exist other than those shown hereon Survey subject to revision upon receipt of a current title commitment or on attorneys title opinion. 7. Surveyed premises shown on this survey map is in Flood Zone A-2 (area of 100 -year flood; base flood elevations and flood hazard factors determined), according to Flood Insurance Rate Map Community Panel No. 270051 0005 B by the Federal Emergency Management Agency, effective date July 02, 1979. 8. Total boundary area of the surveyed premises: 10.2± acres. 9. The City of Chanhassen has indicated that the surveyed premises shown on this survey is currently zoned RSF (Single Family Residential) under the applicable zoning regulations, and that the current setbacks are: Building: Front = 30 feet Side = 10 feet Rear = 30 feet S 1/4 See Chanhassen Code of Ordinances Chapter 20, ARTICLE XII, Sec. 20-615 for Lot requirements and setbacks. SEC. 14, See Chanhassen Code of Ordinances Chapter 20, ARTICLE VII, for Shorland Management District Ordinances. The Chanhassen City Code of ordinances can be found at http://www.ci-chanhossen.mn.us/inside/code.htmi — For additional information contact the Planning and Zoning Department at the City of Chanhassen at (952) 227-1110. l 10. The surveyed premises has access to (Hwy 901, a.k.a. WATERS EDGE Dr.), a public street. �N 1/4 SEC. 2 11. Utilities shown hereon are observed. Excavations were not made during the process of this survey to locate underground tilities and/or structures. The location of underground utilities and/or structures may vary from locations shown hereon and additional underground utilities and/or structures may be encountered. Contact Gopher State One Call Notification Center at (651) 454-0002 for verification of utility type and field location, prior to excavation. 12. Subsurface and environmental conditions were not examined or considered during the process of this survey. No statement is made concerning the existence of underground or overhead containers or facilities that may affect the use or development of the surveyed premises. 13. The field survey of this site was completed on December 02, 2008. VICINITY MAP 14. Chaska School District #112. PART OF SEC. 14, 23 is 24, TWP. 116, RNG. 23 Drainage and Utility Easements are shown thus: I I I �-5 I I --i 1-5 I I o „ o 1 I 1 I I Being 5 feet in width, unless otherwise indicated, and adjoining lot lines, and 10 feet in width and adjoining street lines, as shown on the plat. LEGEND • Denotes Iron Monument Found, As Labeled O Denotes Iron Monument Set, Marked RLS No.45356 Denotes Carver County Monument - - Denotes Setback Line I Denotes Proposed Watermain > Denotes Proposed Sanitary Sewer » Denotes Proposed Storm Sewer S:\rud\CAD\08proj\08507PP\08507PP_PRELIM-2.dwg, 2/26/2009 8:04:16 AM 1 ll •• I LAKE j SUSAN SIT HANHASSEN ILLSI N .., 312 I CARVER COUNTY, MINNESOTA (NO SCALE) 1 , l C7 I I 1 ' I all I 0 Z I I I \ A L_ \/ / [-- 1 1 I I E a 1 1 1 ,.-¢ SHARED DRIVE* w I ; 1 I ' EASEMENT TO BE 33 r\ \�° \ l 1 WRITTEN AND RECORDED AS A SEPARATE DOCUMENT 29 1 < Lal o1 oN 4-123.2gie Lr -I> DODO \ , . i > r, j O I I I 147.22 r . <, , L, I N I i--N89.43'23•w_ _- �^o �1 PU ,[ I C4 ,`,�v, V \ i 1 ,lam- ------------------ A p '�� N89' -X o r----� 20 Cot I \o "yry 19,035 Sq FtL=21.1 - 0.44 Ac. :15.50-` L a, 1' 1 190.15 --h 237W �n CORNER _ _'-`_ T.116, R.2359 IIS -_- i ; o o ______________________________J u,, -I _ <1 N< < 0 �� I -- I— — — — — — — — 33.70<,------- I 3 tq )— IT ____________ 50 %'N UNE NE 1/4 _-� —J N NBNI.43.23-w 245.00 _____ ------ __-_ __- N LINE -NE 1/4, -� l i f-", i t I o i 4 'o to SEC. 23-116-23I i I I m i 18,618 Sq Ft 1 I to 0.43 Ac. CORNER '-` I I ,�\`� I I II 3. T.116, R.23 1--1 _50 I _ _ N89'43'23'W 00 -- _ [- II �__________________� _ ------ so �— 185.99 I LL 1, i I 301-' CV T I � O I 5 ICV p I Io 0 $ �\Y Ft jg N 18,673 Sq 0.43 Ac. I" 50 7, � ` l r, i I "� Ng9.43'23.W I 1 o M i-- 73.17 _ <__________________� --_- 187.4% A . , -------------Q-,6 l I- - I 11 I I I I ry e•i --- 4 3a II O I I I -I- W I I I I I I I I I I I Z O I I 1 I i L_ ♦/ 1 I\/ i t � 0y 1 1 1 ; II I I HOUSE I � I I �19,022 Sq Ft \ \O 0.44 Ac. 1600``\'` l i _ 216.47-3 �- -- IIit `------------------------------�29 , 1 `-------------- ' 1 I N89043'2311W 245.00 - -~ RIM -920.6_ \I r-li i i i i , ti ; INV. -866.8 [y \ HOUSE \ I < [ I I 1 I l[ _ I HOUSE /, r- n /. r- IN /, r7 /, I E 1/4 CORNER SEC. 23, T.116, R.23 ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE CARVER COUNTY COORDINATE SYSTEM. NAD 83 (1986 ADJ.) BENCHMARK: MN/DOT GEODETIC STA. #3716, STATION NAME: JON MNDOT ELEVATION= 1027.44 (NGVD 29) 1 - I /✓, I IL - �1 Lf ; I ,y, I /y, HOUSE ' I `„' ` \ „ 1 I so I V I I 1 � I I a I � I HOUSE I � I I I \I I I \ I IN, \ � I , \ V HOUSE I I , 'N E: Ll /y, I I [ I 3 / I HOUSE I `- _ LI [ I r4 I 0 I J\ I O I ly, I Z I I QeP I / I " I I \ V I L) I / \ I I I SE COR. SEC. 14 NE COR. SEC. 23 I TALL N TWP.NW COR. C116, R.23 I,_N UNE -NW 1/4 -NW 1/4, SEC. 24 I /1 STONE MONUMENT �/ --- 1 SR9o191A1t1F 11,2Q nn UNE -NW 1/4 -NW 1/4, SEC. 24 W 1/4 CORNER SEC. 24, T.116, R.23 4� 231 tQ HOUSE <-` S I, ^ \ r In•Urs GRAPHIC SCALE 60 120 ( IN FEET ) 1 inch = 60 ft. I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Registered Land Surveyor under the laws of Ae/StbteVlof Minnesota. KURT D. •NELISON" Date: 25FEB09 License No. 45356 CITY OF CHANHASSEN RECEIVED FEB 2 6 2009 CHANHASSEN PLANNING DEP N1/4 CORNER SEC. 24, T.116, R.23 t i rt T.N. NO. 101, PER CO. SURVEY DATED: 5/97 f•• Y( DRAWN BY.• KDN JOB NO: 08507PP IDATE: 12/05/08 CHECK BY: KD N SCANNED ❑ 1 1/29/09 REVISE DIV. LINE L1&2, 82 BAB 2 1/29/09 REVISE D&U ESMTS, BLOCK 1 BAB 3 2/25/09 EVISE BLOCK 2 AND D&U ESMT BAB NO. DATE DESCRIPTION BY "I Professional Land Surveyors www.egrud.com 255 Hwy, 7 East Hutchinson, MN 55350 Tel (320) 587-2025 BOUNDARY &TOPOGRAPHIC SURVEY owforw,w ALOYSIUS KLINGELHUTZ LEGAL DESCRIPTIONS AS PROVIDED TRACT 1 DESCRIPTION Outlot A, Chanhassen Hills 1st Addition as recorded in the Registrar of Titles office, Carver County, Minnesota, also including, that part of Government Lot 3 in Section 14, Township 116, Range 23, lying westerly of the easterly 245.00 feet of said Government Lot 3 and easterly of the following described line. Commencing at the Northeast corner of the Northeast 1/4 of Section 23, Township 116, Range 23; thence on an assumed bearing of S 88' 11' 38" W. along the north line of the Northeast 1/4 of said Section 23, a distance of 245.01 feet to the west line of the east 245.00 feet of said Government Lot 3; thence N 2' 57' 46" W. along said west line, a distance of 487.30 feet to the point of beginning of the line to be described; thence N 25* 46' 46" W, a distance of 116.3 feet to the shore line of Lake Susan; thence easterly along said shore line, to the intersection point with the west line of the east 245.00 feet of said Government Lot 3 and there terminating. All in Carver County, Minnesota. Subject to roads and easements of record; AND the easterly 245.00 feet of Government Lot 3 in Section 14, Township 116, range 23. TRACT 2 DESCRIPTION The easterly 244.99 feet of the northerly 261.81 feet of the Northeast Quarter of the Northeast Quarter of Section 23, Township 116, Range 23, subject to the State Highway No. 101, all in Carver County, Minnesota. TRACT 3 DESCRIPTION Part of the Northwest Quarter of the Northwest Quarter of Section 24, Township 116, Range 23, Carver County, Minnesota, described as follows: Beginning at the northwest corner of the Northwest Quarter of said Section 24; thence on an assumed bearing of South 89 degrees 19 minutes 43 seconds East along the North line of said Northwest Quarter 338.00 feet; thence South 25 degrees 26 minutes 43 seconds East 128.38 feet to the centerline of State Highway Number 101; thence westerly along said centerline along a non tangential curve that is concave to the north, said curve having a central angle of 09 degrees 11 minutes 57 seconds, a radius length of 621.15 feet, an arc length of 99.73 feet, a chord bearing of South 74 degrees 12 minutes 13 seconds West and a chord length of 99.62 feet; thence South 79 degrees 38 minutes 53 seconds West along said centerline and tangent to last described curve 163.44 feet; thence southwesterly along said centerline along a tangential curve that is concave to the southeast, said curve having a central angle of 19 degrees 36 minutes 53 seconds, a radius length of 231.87 feet, an arc length of 79.38 feet; thence continuing southwesterly along said centerline along a compound curve, that is concave to the southeast, said curve having a central angle of 52 degrees 18 minutes 23 seconds, a radius length of 127.60 feet, an arc length of 116.49 feet, a chord bearing of South 33 degrees 34 minutes 37 seconds West, a chord length of 112.49 feet to the West line of said Northwest Quarter; thence North 00 degrees 01 minutes 33 seconds West along said West line 297.33 feet to the point of beginning. This tract is subject to any and all easements of record. 019MCRAI INIRTM SHORELINE OF LAKE SUSAN-, AS OF OIDEC08 . ........ ..... oi),...... 04.... ................ .INV 8 2 1111 ........... I ..... 9D6..............1 .905. ....... ... C NO ...... 0 ....... .1� 4M4 '9 SAN CLEANOUTT- .... . .......................... ...... ..... V ... 0 9, . ..................................................914...... ri 2. A 906 . ... ... .. ........ ... &5L ... -,. 1-1 10 J ................. C;" 1/2'IP- . ......... n XZ LP A 8 o a All, 7 4.6 .......................... V 46' 14. 9 r3 ........ 10 alt, v House . .... Ki 4- d� ..... VAK.2 ....... I< ;% .0 INV. -883.5- W 11 HOUSE 1181 % .... ...... qb g Oust y .... tip V W, 9 0 01: ............ HOUSE D 0 9, 41 % 0q\% % < ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE CARVER COUNTY COORDINATE SYSTEM. NAD 83 (1986 ADJ.) BENCHMARK: MN/DOT GEODETIC STA. #3716 STATION NAME: JON MNDOT ELEVATION= 1027.44 (NGVD 29) NORTH GRAPHIC SCALE 0 0 30 60 120 240 IN FEET I inch = 60 ft. / hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am c duly Registered Land Surveyor under the laws of Ae/Stbtev?of Minnesota. & i . ... - - - - _� ** .... I? I V I ....... Li Z ....... Y 'A KURT D. INELVSOa�� 1. Fee ownershipParcel ID Number: 250231610 Address: 8600 WATERS EDGE DR.. is vested in (Aloysius Klingelhutz) 74 UJ I v) ...... 924 Date: 30JAN09 License No. 45356 ... . . ........ 2. Developer: Neat Klingelhutz; Address: 9731 Meadow Lark Ln, Chanhassen, MN 55317; Cell: (612) 685-5580. . ....... ...... ..... .. HOUSE 3. This survey wasp without the benefit of title work. Additional easements, restrictions and/or encumbrances may exist y ...., other than those shown hereon. Survey subject to revision upon receipt of a current title commitment or an attorney's title opinion. ........ HOUSE 0 TRAC T . ........ Z -2 area of 100 -year flood; base flood elevations and flood 1 , ?_1 7.4± 4. Surveyed premises shown on this survey map is in Flood Zone A % -.ACRES .... ... .b. a A hazard factors determined), according to Flood Insurance Rate Map Community Panel No. 270051 0005 B by the Federal Emergency Management Agency, effective date July 02, 1979. ... . .......... ... .. '0 - , , 5. Boundary area of the surveyed premises: 10.2± acres, . ..... .922 ; ....... y 6. The City of Chanhassen has indicated that the surveyed premises shown on this survey is currently zoned RSF (Single Family 1 Z .. ........ ......... ... ..... 9�2 q� - Residential) under the applicable zoning regulations, and that the current setbacks are: 9 xl� 11111 •..j: : ... ........ . .... ........ 908" Building: Front 30 feet iet amp -N E.iNV-9135 W PN , Z: : - Side 10 feet w ikv.-oim c5l' Rear 30 feet 908 ........ SE COR:.. 5EC. 14 See Chanhassen Code of Ordinances Chapter 20, ARTICLE XII, Sec. 20-615 for Lot requirements and setbacks. $ 1/4 CORNER NE COR. SECo..21 .. ......... -NW COIL S N INV 902.6 See Chanhassen Code of Ordinances Chapter 20, ARTICLE VII, for Shorland Management District Ordinances. b, SEC. 14, T.116, R.23 lNv.�W.3 M . ......... ALL JN Tw.: 11 b. x.z,5 .... ..... I STONE MONUMENT ________INV - - - - - - - - - - - --- a VJV INV. S=9004 ilIl.. The Chanhassen City Code of ordinances can be found at http://www.ci.chanhassen.mn.us/inside/code.html -IP_N(31�416 ..-S 7.7 ....... .... ... J .. ........... ........................ Chanhassen at (952) 227-1110. - - - 'INV 5-905.33 i N89'43'23"W. t" 245.00 0 �-N UNE -NW 1/��-NW 1/4, SEC 24 For additional information contact the Planning and Zoning Department at the City of Chanh SR.8 N UNE 1 10 W--9'1)1.1 gig" -N UNE -NE 1/4 --.4 % I -NE 1/4, 19'4-Y' The surveyed premises has access to (Hwy 901, o.k.a. WATERS EDGE Dr.), a public street. SEC. 23-116-23•• W• N 1/4 CORNER -I 7� 4 __N 1/4 CORNER . . . . .. SEC. 24, T.116, R.23 underground INE4 8. Utilities shown hereon are observed. Excavations were not made during the process of this survey to locate SEC. 23, T.116, R 23 < tilities and/or structures. The location of underground utilities and/or structures may vary from locations shown hereon and 00, ACRES I 0 additional underground utilities at '1 .1 1 !. -1 1.45 es and/or structures may be encountered. Contact Gopher State One Call Notification Center (651) 454-0002 for verification of utility type and field location, C3 prior to excavation. ov q, i %........ ... statement 5 EF, 9. Subsurface and environmental conditions were not examined or considered during the process of this survey. No BLDG w T- ............ V is made con 16. *�,-A cerning the existence of underground or overhead containers or facilities that may affect the use or development * ........ Mop ...... ........ of the surveyed premises. 11 1 1 ........... . ..... ..... .......... STORM SHOWN, BASED O1.q TRACT 2 10. The field survey of this site was completed on December 02, 2008. 85-02A-004 S Ws/ V5........ IA/ ACRES bATAINIfD FROM CITY i .... ........ ............. ........ " . . 11111111111111111111 1 1. ls�_ \ F * X\ (\"'.9 . v- % 11. Wetland delineation by. KJOLHAUG ENV. SERV. CO., (952)401-8757 % )as TREE DETALs ;--I ..... 92 0 VICINITY M 0 In. _RIM -909.4 WATEIiitAA SHOWN, BAS6 ON -r ."PLAN 8642A < _V PART OF SEC. 14, 23 & 24, TWP. 116,12NG. 23 -004 9 W. 0 "--Denotes Tree Quantity OBTAINEV [ROM CITY 0 LAKE SUSAN oo-S I T 3 CARVER COUNTY, MINNESOTA (NO SCALE) S:\rud\CAD\08Droi\08507PP\08507PP 2.dwa. 2/26/2009 8:05:49 AM ----Denotes Tree Size in Inches 01 � M®R 90 I 6 t__ (E T.H. NO 101, PER CO. SURVEY \----Denotes Tree Type I. 4- J# r 15 DATED: 5/97 IN A5. 1-1/2"IP, NO.1$475 S INV -915.8 HOUSE A i g0 .. . ........ .............. 924* LEGEND 1\EC. Box N99'43'23"W 245-61) ...... F :7� J .. \ : % I , " I , , I - I 0 Denotes Iron Monument Found, As Labeled Denotes Tree -Line , , 1-1 11 11 _ I r RIM -920.6 0 Denotes Iron Monument Set, Marked RLS No.45356 Denotes Apron fy:[L IL v -0- Denotes Carver County Monument Denotes Existing Contour1111.. is BLDG 822. ......... GW Denotes Guy Wire 0 Denotes Well A OHw- Denotes Overhead Wire r8LDC DRAWN BY., KDN 244.95 CHECK BY: KDN ISCANNED ❑ 1 (D)---- 3 M. DATE DESCRIPTION BY % >: ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE CARVER COUNTY COORDINATE SYSTEM. NAD 83 (1986 ADJ.) BENCHMARK: MN/DOT GEODETIC STA. #3716 STATION NAME: JON MNDOT ELEVATION= 1027.44 (NGVD 29) NORTH GRAPHIC SCALE 0 0 30 60 120 240 IN FEET I inch = 60 ft. / hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am c duly Registered Land Surveyor under the laws of Ae/Stbtev?of Minnesota. & i . ... - - - - _� ** .... I? I V I ....... Li Z ....... Y 'A KURT D. INELVSOa�� 1. Fee ownershipParcel ID Number: 250231610 Address: 8600 WATERS EDGE DR.. is vested in (Aloysius Klingelhutz) 74 UJ I v) ...... 924 Date: 30JAN09 License No. 45356 ... . . ........ 2. Developer: Neat Klingelhutz; Address: 9731 Meadow Lark Ln, Chanhassen, MN 55317; Cell: (612) 685-5580. . ....... ...... ..... .. HOUSE 3. This survey wasp without the benefit of title work. Additional easements, restrictions and/or encumbrances may exist y ...., other than those shown hereon. Survey subject to revision upon receipt of a current title commitment or an attorney's title opinion. ........ HOUSE 0 TRAC T . ........ Z -2 area of 100 -year flood; base flood elevations and flood 1 , ?_1 7.4± 4. Surveyed premises shown on this survey map is in Flood Zone A % -.ACRES .... ... .b. a A hazard factors determined), according to Flood Insurance Rate Map Community Panel No. 270051 0005 B by the Federal Emergency Management Agency, effective date July 02, 1979. ... . .......... ... .. '0 - , , 5. Boundary area of the surveyed premises: 10.2± acres, . ..... .922 ; ....... y 6. The City of Chanhassen has indicated that the surveyed premises shown on this survey is currently zoned RSF (Single Family 1 Z .. ........ ......... ... ..... 9�2 q� - Residential) under the applicable zoning regulations, and that the current setbacks are: 9 xl� 11111 •..j: : ... ........ . .... ........ 908" Building: Front 30 feet iet amp -N E.iNV-9135 W PN , Z: : - Side 10 feet w ikv.-oim c5l' Rear 30 feet 908 ........ SE COR:.. 5EC. 14 See Chanhassen Code of Ordinances Chapter 20, ARTICLE XII, Sec. 20-615 for Lot requirements and setbacks. $ 1/4 CORNER NE COR. SECo..21 .. ......... -NW COIL S N INV 902.6 See Chanhassen Code of Ordinances Chapter 20, ARTICLE VII, for Shorland Management District Ordinances. b, SEC. 14, T.116, R.23 lNv.�W.3 M . ......... ALL JN Tw.: 11 b. x.z,5 .... ..... I STONE MONUMENT ________INV - - - - - - - - - - - --- a VJV INV. S=9004 ilIl.. The Chanhassen City Code of ordinances can be found at http://www.ci.chanhassen.mn.us/inside/code.html -IP_N(31�416 ..-S 7.7 ....... .... ... J .. ........... ........................ Chanhassen at (952) 227-1110. - - - 'INV 5-905.33 i N89'43'23"W. t" 245.00 0 �-N UNE -NW 1/��-NW 1/4, SEC 24 For additional information contact the Planning and Zoning Department at the City of Chanh SR.8 N UNE 1 10 W--9'1)1.1 gig" -N UNE -NE 1/4 --.4 % I -NE 1/4, 19'4-Y' The surveyed premises has access to (Hwy 901, o.k.a. WATERS EDGE Dr.), a public street. SEC. 23-116-23•• W• N 1/4 CORNER -I 7� 4 __N 1/4 CORNER . . . . .. SEC. 24, T.116, R.23 underground INE4 8. Utilities shown hereon are observed. Excavations were not made during the process of this survey to locate SEC. 23, T.116, R 23 < tilities and/or structures. The location of underground utilities and/or structures may vary from locations shown hereon and 00, ACRES I 0 additional underground utilities at '1 .1 1 !. -1 1.45 es and/or structures may be encountered. Contact Gopher State One Call Notification Center (651) 454-0002 for verification of utility type and field location, C3 prior to excavation. ov q, i %........ ... statement 5 EF, 9. Subsurface and environmental conditions were not examined or considered during the process of this survey. No BLDG w T- ............ V is made con 16. *�,-A cerning the existence of underground or overhead containers or facilities that may affect the use or development * ........ Mop ...... ........ of the surveyed premises. 11 1 1 ........... . ..... ..... .......... STORM SHOWN, BASED O1.q TRACT 2 10. The field survey of this site was completed on December 02, 2008. 85-02A-004 S Ws/ V5........ IA/ ACRES bATAINIfD FROM CITY i .... ........ ............. ........ " . . 11111111111111111111 1 1. ls�_ \ F * X\ (\"'.9 . v- % 11. Wetland delineation by. KJOLHAUG ENV. SERV. CO., (952)401-8757 % )as TREE DETALs ;--I ..... 92 0 VICINITY M 0 In. _RIM -909.4 WATEIiitAA SHOWN, BAS6 ON -r ."PLAN 8642A < _V PART OF SEC. 14, 23 & 24, TWP. 116,12NG. 23 -004 9 W. 0 "--Denotes Tree Quantity OBTAINEV [ROM CITY 0 LAKE SUSAN oo-S I T 3 CARVER COUNTY, MINNESOTA (NO SCALE) S:\rud\CAD\08Droi\08507PP\08507PP 2.dwa. 2/26/2009 8:05:49 AM ----Denotes Tree Size in Inches 01 � M®R 90 I 6 t__ (E T.H. NO 101, PER CO. SURVEY \----Denotes Tree Type I. 4- J# r 15 DATED: 5/97 IN A5. 1-1/2"IP, NO.1$475 S INV -915.8 HOUSE A i g0 .. . ........ .............. 924* LEGEND 1\EC. Box N99'43'23"W 245-61) ...... F :7� J .. \ : % I , " I , , I - I 0 Denotes Iron Monument Found, As Labeled Denotes Tree -Line , , 1-1 11 11 _ I r RIM -920.6 0 Denotes Iron Monument Set, Marked RLS No.45356 Denotes Apron fy:[L IL v -0- Denotes Carver County Monument Denotes Existing Contour1111.. is BLDG 822. ......... GW Denotes Guy Wire 0 Denotes Well A OHw- Denotes Overhead Wire r8LDC DRAWN BY., KDN JOB NO., 08507PP DATE. 12105108 CHECK BY: KDN ISCANNED ❑ 1 2 3 M. DATE DESCRIPTION BY ra, Denotes Utility Pole - - - - - - - - - - - - -I- I Denotes Watermain < 0.63' OVERLAP � SOLITH IJNE OF ...... 1 '37.4.. THE NORTH 261-18 FEET OF THE NE 1/4. 12 Denotes Utility Box Denotes Sanitary Sewer < f (AS SHOWN ON THE PLAT OF CALLHSSEN HILLS FIRST ADDITION) AND A CIN THE BLDG LEGAL OEXRIPTION FRONDED. 132 Denotes Cable Box Denotes Storm Sewer .... .... r 7: - - - - - - - I a a (MCH IS THE SOUTH UNE OF THE NOIRTH M Denotes Telephone Box 261.81 FEET). X -X- Denotes Existing Fence G Denotes Sanitary Sewer Manhole Denotes Gravel G IN BUD SONSo INC El Denotes Catch Basin Q) Denotes Storm Sewer Manhole Denotes Concrete I F - - - - - - - - - - - - - IN 1/4 CORNER Professional Land Surveyors GV E 1/4 CORNER N Denotes Gate Valve 0 Denotes Bituminous SEC. 23, T.116, R.23--_0 SEC. 24, T.116, R.23 11`"I Denotes Apple Tree Denotes Wetiand www.egiiud.com 255 H", 7 East -Proposed Lot Line Hutchinson.. MN 55350 Denotes Fire Hydrant Tel(320)587-2025 APPLE TREE ESTATES PRELIMINARY GRADING, DRAINAGE & EROSION CONTROL PLAN CItY of Chanhassen, Minnesota GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as totype and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One -Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Temporary street signs, lighting, and addresses shall be provided during construction. Storage of materials or equipment shall not be allowed on public streets or i public right-of-way. w thin P A Minnesota Licensed Civil Engineer must design and sign all retaining walls 4 -foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. CURB a BITUMINOUS NOTES Removal and disposal of existing street materials as required for construction is considered incidental. Backfilling of curb is incidental to curb installation. Use traffic control measures in accordance with the Minnesota Manual of Uniform Traffic Control Devices (MMUTCD) as necessary whenever grading, utility, or paving operation encroach onto adjacent streets or public right-of-way. Restore disturbed street to existing or better section. Saw -cut existing bituminous and concrete curb to provide butt -joint LEGEND * ASSUMES 3600 SF BLDG FOOTPRINT AND DRIVEWAY AS SHOWN a EROSION CONTROL NOTES An NPDES permit is required for construction. Permit is to remain on-site at all times. Provide rock construction entrance at all locations where construction traffic enters onto existing bituminous roadways. The Owner and Contractor will oversee and be responsible for implementation of SWPPP, and will be responsible for erosion control measures on-site until final stabilization has been achieved and a Notice of Termination (NOT) has been filed with the MPCA. The Contractor and Owner shall make available to the City and Carver County Water Management a list of contacts to be notified if repairs and/or maintenance to site erosion control measures are required. All BMPs must be maintained with proper function until all site work has been completed and site has undergone final stabilization. Contractor to provide designated concrete truck washout area with appropriate signage. Washout area is to be a minimum of 50' from storm drains, ditches, ponds, or other stormwater features. Do not allow run-off from this area by constructing a temporary pit or bermed area large enough for liquid and solid waste. After waste concrete is set, break-up and dispose of ro erl P . P Y Contractor to provide topsoil stockpiles at location designated by owner. Place stockpiles as for from drainageways as possible. Provide silt fence at downstream side of stockpile locations. If stockpile is to be inplace longer than 7 days, provide seed and mulch. Any sediment reaching a public or private road shall be removed by street cleaning (not flushing) before the end of each work day. After paving, street sweeping and scraping is required for proposed parking lot and for any tracked sediment onto adjacent streets. All tracked soils must be swept within 24 hours. All select compact fill to be compacted 95% (optimum) modified proctor. Turf area(s) to be seeded within 14 days after completion of rough grading. Protect stormwater management features during all phases of construction. Features to be constructed at end of project only after stabilization of upstream drainage areas. 0 Existing Well CD, Utility Pole ® Utility Box © Cable Box -908- Telephone Box �S Existing Sanitary Sewer Manhole OProposed Sanitary Sewer Manhole O ❑ Existing Storm Manhole/Catch Basin ® n Proposed Storm Manhole/Catch Basin GV = 30 feet N Existing Gate Valve GV Side = N Proposed Gate Valve Z IY Existing Hydrant SURFACE Proposed Hydrant # AREA (AC) AREA (AC) Existing Apron * ASSUMES 3600 SF BLDG FOOTPRINT AND DRIVEWAY AS SHOWN a EROSION CONTROL NOTES An NPDES permit is required for construction. Permit is to remain on-site at all times. Provide rock construction entrance at all locations where construction traffic enters onto existing bituminous roadways. The Owner and Contractor will oversee and be responsible for implementation of SWPPP, and will be responsible for erosion control measures on-site until final stabilization has been achieved and a Notice of Termination (NOT) has been filed with the MPCA. The Contractor and Owner shall make available to the City and Carver County Water Management a list of contacts to be notified if repairs and/or maintenance to site erosion control measures are required. All BMPs must be maintained with proper function until all site work has been completed and site has undergone final stabilization. Contractor to provide designated concrete truck washout area with appropriate signage. Washout area is to be a minimum of 50' from storm drains, ditches, ponds, or other stormwater features. Do not allow run-off from this area by constructing a temporary pit or bermed area large enough for liquid and solid waste. After waste concrete is set, break-up and dispose of ro erl P . P Y Contractor to provide topsoil stockpiles at location designated by owner. Place stockpiles as for from drainageways as possible. Provide silt fence at downstream side of stockpile locations. If stockpile is to be inplace longer than 7 days, provide seed and mulch. Any sediment reaching a public or private road shall be removed by street cleaning (not flushing) before the end of each work day. After paving, street sweeping and scraping is required for proposed parking lot and for any tracked sediment onto adjacent streets. All tracked soils must be swept within 24 hours. All select compact fill to be compacted 95% (optimum) modified proctor. Turf area(s) to be seeded within 14 days after completion of rough grading. Protect stormwater management features during all phases of construction. Features to be constructed at end of project only after stabilization of upstream drainage areas. 0 LOT INFORMATION 06 Minimum Lot Area = 15,000 sf (Section 20-615.1) Existing Contour .............910 ........ = 0.344 ac -908- Minimum Lot Depth = 125 If (Section 20-615.3) 0 J Maximum hard surface coverage = 25% (Section 20-615.5) Setbacks: (Section 20-615.6) Existing Sanitary Sewer Front = 30 feet »- Rear = 30 feet x Side = 10 feet Permanent Wetland Buffer Z IY TOTAL LOT HARD SURFACE HARD SURFACE LOT # BLK # AREA (AC) AREA (AC) PERCENTAGE 1 1 1.749 0.189 10.8% 2 1 1.778 0.175 * 9.8% 3 1 0.437 0.108 * 24.7% * 4 1 0.427 0.103 * 24.1% * 5 1 0.429 0.103 * 24.0% * 6 1 0.434 0.104 * 24.0% * 1 2 1.119 0.103 * 9.2% * * ASSUMES 3600 SF BLDG FOOTPRINT AND DRIVEWAY AS SHOWN a EROSION CONTROL NOTES An NPDES permit is required for construction. Permit is to remain on-site at all times. Provide rock construction entrance at all locations where construction traffic enters onto existing bituminous roadways. The Owner and Contractor will oversee and be responsible for implementation of SWPPP, and will be responsible for erosion control measures on-site until final stabilization has been achieved and a Notice of Termination (NOT) has been filed with the MPCA. The Contractor and Owner shall make available to the City and Carver County Water Management a list of contacts to be notified if repairs and/or maintenance to site erosion control measures are required. All BMPs must be maintained with proper function until all site work has been completed and site has undergone final stabilization. Contractor to provide designated concrete truck washout area with appropriate signage. Washout area is to be a minimum of 50' from storm drains, ditches, ponds, or other stormwater features. Do not allow run-off from this area by constructing a temporary pit or bermed area large enough for liquid and solid waste. After waste concrete is set, break-up and dispose of ro erl P . P Y Contractor to provide topsoil stockpiles at location designated by owner. Place stockpiles as for from drainageways as possible. Provide silt fence at downstream side of stockpile locations. If stockpile is to be inplace longer than 7 days, provide seed and mulch. Any sediment reaching a public or private road shall be removed by street cleaning (not flushing) before the end of each work day. After paving, street sweeping and scraping is required for proposed parking lot and for any tracked sediment onto adjacent streets. All tracked soils must be swept within 24 hours. All select compact fill to be compacted 95% (optimum) modified proctor. Turf area(s) to be seeded within 14 days after completion of rough grading. Protect stormwater management features during all phases of construction. Features to be constructed at end of project only after stabilization of upstream drainage areas. 0 Apple Tree 06 Tree - 908 - __ Existing Contour .............910 ........ -908- Proposed Contour 910- 0 J - oHW Overhead Wire p Z W Existing Watermain > Existing Sanitary Sewer » Existing Storm Sewer »- Proposed Storm Sewer x Existing Fence Permanent Wetland Buffer Z IY (See Note #1) E ? ` Enkamot (or other Engineer approved turf reinforcement mat) NOTE #1 (WETLAND BUFFER AREA) NO FERTILIZER TO BE USED IN BUFFER AREA. ALL SEEDED AREAS WITHIN BUFFER AREA TO BE MULCHED IMMEDIATELY WITH NOXIOUS WEED -FREE STRAW AT A RATE OF 1.5 TONS/ACRE. MULCH SHALL BE ANCHORED WITH A DISK OR TACKIFIER. USE MnDOT SEED MIX #325 (84 LBS/ACRE) AND WET FORBS (2 LBS/ACRE). PROVIDE MARKERS FOR BUFFER AREA PER APPROVAL OF CITY AND/OR WATERSHED. / 1 1 ti9 /9 I °o X09 �o ������F,���1 ��p .'tea X6' // / /••:. °\c`° O �� \G� � O� � •9.55' .�'��/ '� xis. \� P p (,\r•" 1 1 .y.28 NGG 8' eE :' :. i.� � : :' : /£SPR L. '' Cj/' . iJ+•i :: � � MPW- qi I� a9 NyG�°"X9 HSM �� , PX2oe- v' .....4...... .. ..886 E1 9 52 \N. E G N `l "OUSE \ 1 \ i 1 Sp 1 lr �1.. 1 2g 2 PPl � 1\N 1 . .'•-! .- :' of 59 ,� X2 � 2 ..... :Gil :fr•A',bo S fa�Dl .17�• ........ • a � 1 � .. ''• 5 \ ': EXISTING GRAVEL RIV� v > X9�W' M N TO BE REPLACED NATE I I I :3q4.. �R 109 0 ', USTOM'GRADED� 9 a °' BITUMINOUS DRIVE I� COLOT CONSTRUCTION Te BE ,. } : I N URREN T WITH OTHER SI Y P\} 1... t t I %] \ IMPROVEMENTS) .. .2O WIDE BITUMINOUS - -- DRIVE 7 -TON DESIGN' I I ..............9,,OYyf HOUSE $o r PE I. -•� I 0 9\X41)W E+3A\1\N + ; 26 g9 PP\i43\N o y ... I 1 � 9+4.'I M C,6 ...{.. i X70N�M' f: �' I ° a.' •,..... , _ ° e o� X i 91 `"PP f+a SETBACK 1. Xz°°Sg 1 9?4 021...1..... 30 .1 ... ..........0 f I n 1 :gpSgE`M+\\I? ,D '.� I pGa LINE \S .: ......... 1 0 p4.20 °+€5 1 6....11 i X. I i OUSE ' I .,i p H � I 1 I\ d, ••'i O � 0 v X\308 '. -.°a 'I a a HO SE I .. I. Spa 5�`M+rBN CID l.... _ i n °jp0 g10 �1 , g A. 2 I ...._ i . +A_dl... 2 9 o ... O '.:X9 p05g X9 p0 ......912 1 _ , Ee\ I S% ': ,0 •''••., O� , . 4 ° •` . ° �- W/ GAIL AP I' P I FABRIC....... f SS ab 344 •.-.-,......................... I 1Q. O , Q- ;� - ..:. ,0908 9o's 90 s ..... 11. _ ...... r' i• N � X100,. 9\, Op y, g5y`•., 0 1 rn '0'Iy. F a. �� 9� .01 g19• '-•9igf4g� aGON n eoE _ I -- PROPOS POND _\. E06 1 01 X\0p58.. GGOR ... ',' : = :o q04 902 51 _ 906 - -� 9o9j 3 p989 -y1 I 1 I 90o e`.. g .++ .O @ XSOe 69aaRPe a 00 -YEP :_ HWL=908.4 p\ Nr �.. .................. ..9 .9 fl\� 5 25\ .I,.,..:. ----- '-__ -___ --- _---_�_-�J XG@' :4. qp5 40. X: R.23 , 02 °r _ 9os SPN 50 L X -- ,gT I fc L..B C. -Y. 'CLASS IIV I�i IP -RAP EGRv so gp35 so9{ 1 .. I. 6. r ....I W/ GEOTEXTILE FlLTER 9ooN..: fg\t ° 's •1\C''�4c FABRIC °3 2 XcE Xcf '•$,e�' cP k�g+•c XZ0 M I 902 • \t - ... ... I-__._._.. -'_'- 7C :' :' BWTYP)BLE ....p0.. - 61i ___-i' fe r I T ---------------- _ I N m.:: so .. ape ?IOc........ ... .. ._ ...;• 9°} . 32 CUR ,----- -... 912 --- ---- LRkSTORE BITUMINOUS; 70 I`., 1- ---- K 2 EXISTING OR BETTER SECTION l 9+i 1g- ra LID I I' DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROD. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 U1 W Z Q m O 0 W CO 0 ZO w Q a �o CC oa o W Q O O LLI U N FW o 0 N N O Z U J I NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 PER UIIUTY WORK I se\a\ .,,. I +O 1 St 8iZ s i /- Extstiog Wetland`"PVc 9 e i Qd�r•• ... -tt' 100 -YEAR HWL=905.0 1 9 . .0° I' T A 1 I ' j g 4 1 6 D I I 1 a) '. O I i . ' .: ' .• .......... _: (ALSO -PROVIDE DE ALERK M- ,: X 3 R.23 I ) .: fi. 02 E I 0 .. u, f.. IV ELEV.908.5 s+NRN m9pa. I 1 6 g\Z N L_______ _ _ _____ 0 4 . 2O . �- ., apo WETLAND BUFFER o �X9o} .q0 fF TOP O o SITE PLANNING 4 f 1i OF BEM=909.5 yep X9 f e�zo2 &ENGINEERING IPLOWE I i I � :. •�1 1�• gq(0� A 9Eg - •'��gR 7 , �I .. t... • ' ?t IIiII :...n 92s+ e i 80 ENGINEERI N G /I N C. N 6776 LAKE DRIVE SUITE 110 .0 4!%yl ,LINO LAKES, MN 55014 91 P 63 61-821O 50 -------- 74Se" FAX: (651) 61-8701 O.9Q �� PNMN 19 pTER?2 3a . NORTH 6\5 90\t 5 f0\y0 9+826.1.: P. gG gG RELOCATE EXISTING UTILITIES AS " I N N \ �a 9i6e 1, NECESSARY FOR CONSTRUCTION I I n _ 90 ^ 0) e\ B PROTECT EXISTING TRAIL FROM I HOUSE 44 aBG F (TYP) DAMAGE DURING CONSTRUCTION \00 0W) - I 19 taPN00 6 __ _"92'b"RM24W _'_-__-_-_--gf?�i''--'x g11 c6\to 9 0\t +g5 F 0 25 50 ag � I. f 9 OUSE .924 I: 92E�"jOl x 1. 2�E Ncp6 9 g\�.0.0g....f{ PIz4� P 5� 9�e9" e� MATCH INTO EXISTING \ 1INCH= 50FEET L - - - - - - - 12+ E6 X 1..23 `P�@000x 926�4t\Mevvl H .. FN ......: cEE CONCRETE APRON .. �� g IisG. FN pee PROTECT �e22'�r��.I EXISTING FENCE' I G 1 6695W END CURB AT PROPERTY LINE\ X90` 9206 °°9� N HOUSE x..I XG\.... 9, 259+j 5SOFM+NJ�sw (TYP) `\D� 06 Q LU tU Zg = 0 J VVii W _ p Z W g° low W" 0 Z Z fA Z IY Q = 2 W _ C5 --I W W D_ NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 PER UIIUTY WORK I se\a\ .,,. I +O 1 St 8iZ s i /- Extstiog Wetland`"PVc 9 e i Qd�r•• ... -tt' 100 -YEAR HWL=905.0 1 9 . .0° I' T A 1 I ' j g 4 1 6 D I I 1 a) '. O I i . ' .: ' .• .......... _: (ALSO -PROVIDE DE ALERK M- ,: X 3 R.23 I ) .: fi. 02 E I 0 .. u, f.. IV ELEV.908.5 s+NRN m9pa. I 1 6 g\Z N L_______ _ _ _____ 0 4 . 2O . �- ., apo WETLAND BUFFER o �X9o} .q0 fF TOP O o SITE PLANNING 4 f 1i OF BEM=909.5 yep X9 f e�zo2 &ENGINEERING IPLOWE I i I � :. •�1 1�• gq(0� A 9Eg - •'��gR 7 , �I .. t... • ' ?t IIiII :...n 92s+ e i 80 ENGINEERI N G /I N C. N 6776 LAKE DRIVE SUITE 110 .0 4!%yl ,LINO LAKES, MN 55014 91 P 63 61-821O 50 -------- 74Se" FAX: (651) 61-8701 O.9Q �� PNMN 19 pTER?2 3a . NORTH 6\5 90\t 5 f0\y0 9+826.1.: P. gG gG RELOCATE EXISTING UTILITIES AS " I N N \ �a 9i6e 1, NECESSARY FOR CONSTRUCTION I I n _ 90 ^ 0) e\ B PROTECT EXISTING TRAIL FROM I HOUSE 44 aBG F (TYP) DAMAGE DURING CONSTRUCTION \00 0W) - I 19 taPN00 6 __ _"92'b"RM24W _'_-__-_-_--gf?�i''--'x g11 c6\to 9 0\t +g5 F 0 25 50 ag � I. f 9 OUSE .924 I: 92E�"jOl x 1. 2�E Ncp6 9 g\�.0.0g....f{ PIz4� P 5� 9�e9" e� MATCH INTO EXISTING \ 1INCH= 50FEET L - - - - - - - 12+ E6 X 1..23 `P�@000x 926�4t\Mevvl H .. FN ......: cEE CONCRETE APRON .. �� g IisG. FN pee PROTECT �e22'�r��.I EXISTING FENCE' I G 1 6695W END CURB AT PROPERTY LINE\ X90` 9206 °°9� N HOUSE x..I XG\.... 9, 259+j 5SOFM+NJ�sw (TYP) `\D� APPLE TREE ESTATES PRELIMINARY UTILITY PLAN Cigl of Chanhassen, Minnesota GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One -Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Temporary street signs, lighting, and addresses shall be provided during construction. Storage of materials or equipment shall not be allowed on public streets or within public right-of-way. A Minnesota Licensed Civil Engineer must design and sign all retaining walls 4 -foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. NOTES Existing watermain location and size shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Watermain shall be 6" ductile iron pipe (DIP) class 52. An approved plastic film wrap is required on all DIP pipe. Water services shall be 1" copper type K, except for services to Lots 1 and 2, which shall be 1-1/4" copper type K. Extend service 9' past property line. Place curb stop at property line. Hydrants shall be Waterous Pacer WB 67 or Mueller Super Centurion 250. Place hydrants 5' from back of curb. Provide preformed insulation, PPG Foamgloss, or approved equal where sanitary sewer or storm sewer crosses within 18" of watermain. LEGEND STORM SEWER NOTES Field verify size, elevation, and location of existing storm sewer and notify engineer of any discrepancies prior to any installations. Storm sewer shall be Reinforced Concrete Pipe (RCP) with R-4 gaskets or, if allowed by City, HDPE pipe may be used. (See plan for locations where RCP is required.) HDPE pipe shall meet the requirements of AASHTO M294, Type S with watertight connections. Use sand/granular material for backfilling and compaction of HDPE pipe in accordance with the requirements of ASTM 2321. SANITARY SEWER NOTES Existing sanitary sewer location, size, and elevation shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Sanitary sewer main shall be PVC SDR 35. Sanitary sewer service pipe and fittings, including wyes, shall be 4" PVC SDR 26 minimum and shall be stationed from the downstream manhole. Service locations shall be verified in the field prior to any installations. ONw Overhead Wire Existing Watermain I Proposed Watermain > Existing Sanitary Sewer >- Proposed Sanitary Sewer >� Existing Storm Sewer Proposed Storm Sewer x Existing Fence ______ ---J _RI = 86.0 8" 1 =881.7 EXIST S' PVC 1 1 12" IN 1 1 � ---- ----- � EXMST= 1 I.Iy1N__--------- \ _RI889.3I \ INV.=882.5± I / A Al1 I \ j 1 I EXISTING SAN 11 SERVICE (APPROROX) SAN CLEANOUT-' i EXISTING SEWER SERVICE (TO REMAIN) I I I 1 ; EXISTING WELL I I CUT -IN NEW 8' X 4 11 I ` WYE W/ 5' RISER 1 (VERIFY WITH OWNER IF I I \' EXISTING 1 REMAIN OR BE ABANDONED MAIN INV: 883.61 I N HOUSE I - IF TO BE ABANDONED. / ( 43'-4' PVC O 2.08X i 1 (TO REMAIN) i FOLLOW APPLICABLE CODES) I I / f ND INV: 889.5± 1 A I I I EXIST MH DD RISER AT END) / RIM=888.5 INV.=883.5 / i HOUSE I I I HOUSE Existing Well co� Utility Pole © Utility Box © Cable Box ® Telephone Box (D Existing Sanitary Sewer Manhole 0 Proposed Sanitary Sewer Manhole Op El Existing Storm Manhole/Catch Basin ® ❑ Proposed Storm Manhole/Catch Basin GV 1 N Existing Gate Valve GV OUTLET STRUCTURE TUBE (SEE DETAILS) EX HYD N Proposed Gate Valve Y Existing Hydrant Proposed Hydrant o I Existing Apron STORM SEWER NOTES Field verify size, elevation, and location of existing storm sewer and notify engineer of any discrepancies prior to any installations. Storm sewer shall be Reinforced Concrete Pipe (RCP) with R-4 gaskets or, if allowed by City, HDPE pipe may be used. (See plan for locations where RCP is required.) HDPE pipe shall meet the requirements of AASHTO M294, Type S with watertight connections. Use sand/granular material for backfilling and compaction of HDPE pipe in accordance with the requirements of ASTM 2321. SANITARY SEWER NOTES Existing sanitary sewer location, size, and elevation shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Sanitary sewer main shall be PVC SDR 35. Sanitary sewer service pipe and fittings, including wyes, shall be 4" PVC SDR 26 minimum and shall be stationed from the downstream manhole. Service locations shall be verified in the field prior to any installations. ONw Overhead Wire Existing Watermain I Proposed Watermain > Existing Sanitary Sewer >- Proposed Sanitary Sewer >� Existing Storm Sewer Proposed Storm Sewer x Existing Fence ______ ---J _RI = 86.0 8" 1 =881.7 EXIST S' PVC 1 1 12" IN 1 1 � ---- ----- � EXMST= 1 I.Iy1N__--------- \ _RI889.3I \ INV.=882.5± I / A Al1 I \ j 1 I EXISTING SAN 11 SERVICE (APPROROX) SAN CLEANOUT-' i EXISTING SEWER SERVICE (TO REMAIN) I I I 1 ; EXISTING WELL I I CUT -IN NEW 8' X 4 11 I ` WYE W/ 5' RISER 1 (VERIFY WITH OWNER IF I I \' EXISTING 1 REMAIN OR BE ABANDONED MAIN INV: 883.61 I N HOUSE I - IF TO BE ABANDONED. / ( 43'-4' PVC O 2.08X i 1 (TO REMAIN) i FOLLOW APPLICABLE CODES) I I / f ND INV: 889.5± 1 A I I I EXIST MH DD RISER AT END) / RIM=888.5 INV.=883.5 / i HOUSE I I I HOUSE -EX CB F.L.=919:8 - INV.=914.91__ - EXIS I RIM=920.6 _ INV.=886.8 BOX / I 1 r p \ O \ �33 0 -CBMH 2 -----------IM R -- INV 243-8' PVC 01.95% I 7 CD N 3 I � I 0-) 1�1:34 I O I I I --------CBMH-2i1 N O N 41 i INV 913.00 1 NEENAH R -3067V 5 I i 1 C4 O I � rn I O) I l \�� 28'.12_BGP_3�LZ�S HOUSE 141'-12" RCP O 2441 In rn rn 6 5 I HOUSE I I I I \4.I I - RE OVE EXIS NG PIPE I I ` I I " I _ <q 15, CPI -W I VM 91 .5 I I E I .=91 .5 I I _ SAN MH 1 , I RIM 918.55 -J D INV 906.76-S - I I EXIST 12" CMP a I INV 904.76-W 2 .12 I E I S INV. -901.5 =3, EXIST CLEAN-OUT N INV.=902.6±-, WV.=897.7 Ir 12' RC APRO 44 M a W/ TRASHGUARD a < n " < SAN SVC "PROXJ M 3I INV 903.00 I > jZ a'- --- -- 4' SUSSDRFAUE-----1 iol i DRAINTILE (TYP) �aeM v I - - INV. 915.8 12- RC APRON INV 917.00 a o 10 rn 1 =15" QE O 2.05X------------- � --- /� TRIM 9 7.00 W -RC -APRON/ IINV 9 2.50-W i W1-TRASHGUAR IINV 9 9.00-EINV INEENAH R -3067V i cT g" DIP DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: 1 JANUARY 15, 2009 W IX Z Q m W O m LU W 9)0 Z W0 a LU O U O d U C, W Q W LU O a) � IX v y N O 0 C6 6 N N N CA W W pan Iw a C I= Q ca 6 Z U Z a. F F- 7 Z J Ir a 410 °o NEIL KLINGELHUTZ 9731 Meadowlark Ln � s \� Chanhassen, MN 55317 PHONE: (612) 685-5580 CONNECT TO EXISTING i I All -'--__ MANHOLE WITH INSIDE DROP v_I I Z INV 900.0 (FIELD VERIFY) a II �1 I, A x 1 f 1 21'-15' PIPE O 1.19% wot wet I � OUTLET STRUCTURE TUBE (SEE DETAILS) EX HYD A F/ PLOWS a o I I �1 1 , 1 ml 1 6776 LAKE DRIVE SUITE 110 wA r A mA 1 l m, R 6" off, F FAX: (651) 361-8701 6 \2 I �i 1 , NORTH 1 � I 1 1 1 1 EXIST --J 1 RIM=910.5 - 1 SEC. 14, T.116, R.23 M ------------------------------- 184. I I i i I 1 �v E - I I 1 I 1 1 I ^ 1 ',.n. I 1 INV. S=905.3±-/' i 1 I I 1 I I A i 1 I I INV. W=901.1± I I I 1 I I I A N 1/4 CORNER I In In I I I nm T -EX CB F.L.=919:8 - INV.=914.91__ - EXIS I RIM=920.6 _ INV.=886.8 BOX / I 1 r p \ O \ �33 0 -CBMH 2 -----------IM R -- INV 243-8' PVC 01.95% I 7 CD N 3 I � I 0-) 1�1:34 I O I I I --------CBMH-2i1 N O N 41 i INV 913.00 1 NEENAH R -3067V 5 I i 1 C4 O I � rn I O) I l \�� 28'.12_BGP_3�LZ�S HOUSE 141'-12" RCP O 2441 In rn rn 6 5 I HOUSE I I I I \4.I I - RE OVE EXIS NG PIPE I I ` I I " I _ <q 15, CPI -W I VM 91 .5 I I E I .=91 .5 I I _ SAN MH 1 , I RIM 918.55 -J D INV 906.76-S - I I EXIST 12" CMP a I INV 904.76-W 2 .12 I E I S INV. -901.5 =3, EXIST CLEAN-OUT N INV.=902.6±-, WV.=897.7 Ir 12' RC APRO 44 M a W/ TRASHGUARD a < n " < SAN SVC "PROXJ M 3I INV 903.00 I > jZ a'- --- -- 4' SUSSDRFAUE-----1 iol i DRAINTILE (TYP) �aeM v I - - INV. 915.8 12- RC APRON INV 917.00 a o 10 rn 1 =15" QE O 2.05X------------- � --- /� TRIM 9 7.00 W -RC -APRON/ IINV 9 2.50-W i W1-TRASHGUAR IINV 9 9.00-EINV INEENAH R -3067V i cT g" DIP DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: 1 JANUARY 15, 2009 W IX Z Q m W O m LU W 9)0 Z W0 a LU O U O d U C, W Q W LU O a) � IX v y N O 0 C6 6 N N N CA W W pan Iw a C I= Q ca 6 Z U Z a. F F- 7 Z J Ir a 410 °o NEIL KLINGELHUTZ 9731 Meadowlark Ln � s \� Chanhassen, MN 55317 PHONE: (612) 685-5580 CONNECT TO EXISTING i I -'--__ MANHOLE WITH INSIDE DROP INV 900.0 (FIELD VERIFY) a I, A I f 1 21'-15' PIPE O 1.19% wot wet & ENGINEERING OUTLET STRUCTURE TUBE (SEE DETAILS) EX HYD A F/ PLOWS a o I ENGINEERING, INC. 1 6776 LAKE DRIVE SUITE 110 wA r A LINO LAKES, MN 55014 lo R 6" off, F FAX: (651) 361-8701 6 \2 MH RI _ RIM=909.4 NORTH INV.=900.1 S 4 CORNER NER / EXIST RIM=910.5 - SEC. 14, T.116, R.23 INV.=885.3 - ------------------------------- \_ EX 15" FES EXIST 15" RCPE� �v E - _---------INV. -S-90T -------------------i( EX ST MH ,�I ',.n. INV. S=905.3±-/' INV. W=901.1± I N 1/4 CORNER I I SEC. 23, T.116, R.23 I I ^ I I I I ^ I I I I I I I I n I � STORM SHOWN, BASED ON �_ I PLAN 86-02A-004 s -w-1/ ly Al OBTAINED FROM CITY I I o I w WATERMAIN SHOWN, BASED ON -I/'^ PLAN 86-02A-004 s -w I a OBTAINED FROM CITY I - > I I w m I HOUSE I � n w I I I I - I I I ^ -EX CB F.L.=919:8 - INV.=914.91__ - EXIS I RIM=920.6 _ INV.=886.8 BOX / I 1 r p \ O \ �33 0 -CBMH 2 -----------IM R -- INV 243-8' PVC 01.95% I 7 CD N 3 I � I 0-) 1�1:34 I O I I I --------CBMH-2i1 N O N 41 i INV 913.00 1 NEENAH R -3067V 5 I i 1 C4 O I � rn I O) I l \�� 28'.12_BGP_3�LZ�S HOUSE 141'-12" RCP O 2441 In rn rn 6 5 I HOUSE I I I I \4.I I - RE OVE EXIS NG PIPE I I ` I I " I _ <q 15, CPI -W I VM 91 .5 I I E I .=91 .5 I I _ SAN MH 1 , I RIM 918.55 -J D INV 906.76-S - I I EXIST 12" CMP a I INV 904.76-W 2 .12 I E I S INV. -901.5 =3, EXIST CLEAN-OUT N INV.=902.6±-, WV.=897.7 Ir 12' RC APRO 44 M a W/ TRASHGUARD a < n " < SAN SVC "PROXJ M 3I INV 903.00 I > jZ a'- --- -- 4' SUSSDRFAUE-----1 iol i DRAINTILE (TYP) �aeM v I - - INV. 915.8 12- RC APRON INV 917.00 a o 10 rn 1 =15" QE O 2.05X------------- � --- /� TRIM 9 7.00 W -RC -APRON/ IINV 9 2.50-W i W1-TRASHGUAR IINV 9 9.00-EINV INEENAH R -3067V i cT g" DIP DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: 1 JANUARY 15, 2009 W IX Z Q m W O m LU W 9)0 Z W0 a LU O U O d U C, W Q W LU O a) � IX v y N O 0 C6 6 N N N CA W W pan Iw a C I= Q ca 6 Z U Z a. F F- 7 Z J Ir a 410 °o NEIL KLINGELHUTZ 9731 Meadowlark Ln � s \� Chanhassen, MN 55317 PHONE: (612) 685-5580 INSTALL SALVA HYDRANT AND NE VALVE -REMOVE AND SALVAGE E TING HOUSE HYDRANT AND CONNECT N 8' WATERMAIN (LEAVE EXISTING VALVE IN PLACE) \1 ` C2� REMOVE EXISTING PIPE I , 1/ 0 25 50 � 11NCH= 50 FEET 15" RC APRON W/ TRASHGUARD a INV '904.00 A f SITE PLANNING 21'-15' PIPE O 1.19% wot wet & ENGINEERING OUTLET STRUCTURE TUBE (SEE DETAILS) EX HYD A F/ PLOWS a o I ENGINEERING, INC. 1 6776 LAKE DRIVE SUITE 110 wA r A LINO LAKES, MN 55014 PHONE: (651) 361-8210 R 6" off, F FAX: (651) 361-8701 6 \2 MH RI _ RIM=909.4 NORTH INV.=900.1 INSTALL SALVA HYDRANT AND NE VALVE -REMOVE AND SALVAGE E TING HOUSE HYDRANT AND CONNECT N 8' WATERMAIN (LEAVE EXISTING VALVE IN PLACE) \1 ` C2� REMOVE EXISTING PIPE I , 1/ 0 25 50 � 11NCH= 50 FEET APPLE TREE ESTATES STORM WATER POLLUTION PREVENTION PLAN [SWPPPI City of Chanhassen, Minnesota GENERAL EROSION AND SEDIMENT CONTROL INSPECTIONS AND MAINTENANCE 1• The Permittee(s) (either the owner or operator) must routinely inspect the construction site once every seven (7) days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Z All inspections and maintenance conducted during construction must be recorded in writing and these records must be retained with the SWPPP in accordance with RECORD DETENTION. Records of each inspection and maintenance activity shall include: shall include: a. Date and time inspections; b. Name of person(s) conducting inspections; c. Findings of inspections, including recommendations for corrective actions; d. Corrective actions taken (including dates, times, and party completing maintenance activities); e. Date and amount of rainfall events greater than i12 inch (0.5 inches) in 24 hours; and f. Documentation of changes made to the SWPPP. 3. Where parts of the construction site have undergone final stabilization, but work remains on other parts of the site, inspections of the stabilized areas may be reduced to once per month. Where work has been suspended due to frozen ground conditions, the required inspections and maintenance must take place as soon as runoff occurs at the site or prior to resuming construction, whichever comes first. 4. All erosion prevention and sediment control BMPs must be inspected to ensure integrity and effectiveness. All nonfunctional BMPs must be repaired, replaced, or supplemented with functional BMPs. The Permitee(s) must investigate and comply with the following inspection and maintenance requirements: a. All silt fences must be repaired, replaced, or supplemented when they become nonfunctional (develop tears, detach from posts, post become dislodged from ground, etc.) or the sediment reaches 1/3 of the height of the fence. These repairs must be made within 24 hours of discovery, or as soon as the field conditions allow access. b. Temporary and permanent sedimentation ponds must be drained and the sediment removed when the depth of the sediment collected in the basin reaches 1/2 the storage volume. Drainage and removal must be completed within 72 hours of discovery or as soon as field conditions allow access. c. Surface waters, including drainage ditches and conveyance systems, must be inspected for evidence of sediment being deposited by erosion. The Permitee(s) must remove all deltas and sediment deposited in surface waters, including drainage ways, catch basins, and other drainage systems, and restabilize the areas where sediment removal results in exposed soil. The removal and stabilization must take place within seven (7) days of discovery unless precluded by legal, regulatory, or physical access constraints. The Permitee shall use all reasonable efforts to obtain access. If precluded, removal and stabilization must take place within seven (7) calendar days of obtaining access. The Permitee is responsible for contacting all local, regional state and federal authorities and receiving any applicable permits, prior to conducting any work. d. Construction site vehicle exit locations must be inspected for evidence off-site sediment tracking onto paved surfaces. Tracked sediment must be removed from all off-site paved surfaces, within 24 hours of discovery, or if applicable, within a shorter time. e. The Permittee(s) are responsible for the operation and maintenance of temporary and permanent water quality management BMPs, as well as all erosion prevention and sediment control BMPs, for the duration of the construction work at the site. The Permittee(s) are responsible until another Permitee has assumed control over areas of the site that have not been finally stabilized or the site has undergone final stabilization, and a Notice of Termination has been submitted to the MPCA (see TERMINATION OF COVERAGE). f. If sediment escapes the construction site, off-site accumulations must be removed in a manner and at a frequency sufficient to minimize off-site impacts (e.g., fugitive sediment in streets could be washed into storm sewers by the next rain and/or pose a safety hazard to users of public streets). 5. All infiltration areas must be inspected to ensure that no sediment from ongoing construction activities is reaching the infiltration area and these areas are protected from compaction due to construction equipment driving across the infiltration area. POLLUTION PREVENTION MANAGEMENT MEASURES The Permitee(s) shall implement the following pollution prevention management measures on the site: 1. Solid Waste: Collected sediment, asphalt and concrete millings, floating debris, paper, plastic, fabric, construction and demolition debris and other wastes must be disposed of properly and must comply with MPCA disposal requirements. 2. Hazardous Materials: Oil, gasoline, paint and any hazardous substances must be properly stored, including secondary containment, to prevent spills, leaks or other discharge. Restricted access to storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste must be in compliance with MPCA regulations. 3. External washing of trucks and other construction vehicle must be limited to a defined area of the site. Runoff must be contained and waste properly disposed of. No engine degreasing is allowed on site. DEWATERING AND BASIN DRAINING I. Dewatering or basin draining (e.g., pumped discharges, trench/ditch cuts for drainage) related to the construction activity that may have turbid or sediment laden discharge water must be discharged to a temporary or permanent sedimentation basin on the project site whenever possible. If the water cannot be discharged to a sedimentation basin prior to entering the surface water, it must treated with the appropriate BMP, such that the discharge does not adversely affect the receiving water or downstream landowners. The Permittee(s) must ensure that discharge points are adequately protected from erosion and scour. The discharge must be dispersed over natural rock riprop, sand bags, plastic sheeting or other accepted energy dissipation measures. Adequate sedimentation control measures are required for discharge water that contains suspended solids. 2. All water from dewatering or basin draining activities must be discharged in a manner that does not cause nuisance conditions, erosion in receiving channels or on downslope properties, or inundation in wetlands causing significant adverse impact to the wetland. AMENDMENTS TO SWPPP The Permittee(s) must amend the SWPPP as necessary to include additional requirements, such as additional or modified BMPs, designed to correct problems identified or address situations whenever: 1. There is a change in design, construction, operation, maintenance, weather or season conditions that has a significant effect on the discharge of pollutants to surface waters or underground waters; 2. Inspections or investigations by site operators, local, state or federal officials indicate the SWPPP is not effective in eliminating or significantly minimizing the discharge of pollutants to surface waters or underground waters or that the discharges are causing water quality standard exceedances, or 3. The SWPPP is not achieving the general objectives of controlling pollutants in storm water discharges associated with construction activity, or the SWPPP is not consistent with the terms and conditions of this permit. 4. At any time after permit coverage is effective, the MPCA may determine that the project's storm water discharges may cause, have reasonable potential to cause, or contribute to non -attainment of any applicable water quality standard. If MPCA makes such a determination, the MPCA will notify the Permittee(s) in writing. In response, the Permittee(s) must develop a supplemental BMP action plan or appropriate SWPPP amendments describing SWPPP modifications to address the identified concerns and submit information requested by the MPCA, which may include an individual permit application. If MPCA's written notification requires a response, failure to respond within the specified timeframe constitutes a permit violation. FINAL STABILIZATION The Permitee(s) must ensure final stabilization of the site. The Permitee(s) must submit a Notice of Termination within 30 days after final stabilization is complete, or another owner/operator (Permittee) has assumed control over all areas of the site that have not undergone final stabilization. Final stabilization can be achieved in one of the following ways: 1. All soil disturbing at the site have been completed and all soils must be stabilized by a uniform perennial vegetative cover with a density of 70 percent over the entire previous surface area, or other equivalent means necessary to prevent soil failure under erosive conditions and; a. All drainage ditches, constructed to drain water from the site after construction is complete, must be stabilized to preclude erosion; b. All temporary synthetic, and structural erosion prevention and sediment control Best Management Plans (such as silt fence) must be removed as part of the site final stabilization; and c. The Permitee(s) must clean out all sediment from conveyances and from temporary sedimentation basins that are to be used as permanent water quality management basins. Sediment must be stabilized to prevent it from being washed back into the basin, conveyance and drainage ways discharging off-site or to surface waters. The clean out of permanent basins must be sufficient to return the basin to design capacity. 2. For residential construction only, final stabilization has been achieved when temporary erosion protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the Permitee must distribute the MPCA "homeowner fact sheet" to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. RECORD DETENTION The SWPPP, all changes to it, and inspections and maintenance records must be kept at the site during construction by the Permitee who has operational control of that potion of the site. The SWPPP can be kept in either the field office of in an on-site vehicle. All owner(s) must keep the SWPPP, along with the following additional records, on file for three (3) years after submitted of the NOT as outlined in TERMINATION OF COVERAGE. This does not include any records after submittal of the NOT. 1. Any other permits required for the project; 2. Records of all inspection and maintenance conducted during construction 3. All permanent operation and maintenance agreements that have been implemented, including all right of way, contracts, covenants, and other binding requirements regarding perpetual maintenance; and 4. All required calculations for design of the temporary and permanent storm water management systems. TERMINA77ON OF COVERAGE 1. Permittee(s) wishing to terminate coverage under this permit must submit a Notice of Termination (NOT) to the MPCA. Compliance with the permit is required until a NOT is submitted. The Permittee(s) authorization to discharge under this permit terminates at midnight of the day the NOT is signed. 2. All Permittee(s) must submit a NOT within thirty (30) days after one or more of the following conditions have been met: a. Final Stabilization has been achieved on all portions of the site for which the Permitee is responsible (including the removal of all temporary erosion control measures such as silt fence, and if applicable, returning agricultural land to its pre construction agricultural use); b. Another owner/operator (Permitee) has assumed control according to Part 11.6.5 of MPCA Permit No. MN R100001 over all areas of the site that have not been finally stabilized; or c. For residential construction only, temporary erosion protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the Permitee must distribute the MPCA's "homeowner factsheet" to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. SITE SPECIFIC EROSION AND SEDIMENT CONTROL A) APPLE TREE ESTATES: Apple Tree Estates B) PROJECT LOCATION: 8600 Edgewater Drive (Chanhassen, MN) C) PROJECT DESCRIPTION, The project will consist of the construction of a new public street (cul-de-sac), public utilities, and stormwater facilities. Seven single-family lots will be created - one lot will contain an existing home (to remain) and the remaining lots will be graded for home construction. Sofl disturbing activities will include: installation of a rock construction entrance; installation of silt fence where surface run-off leaves site: site grading; storm sewer, watermain, and sanitary sewer installation; building construction including foundation excavation; curb and street construction; and preparation for turf restoration. D) SITE AREAS: BEFORE CONSTRUCTION AFTER CONSTRUCTION TOTAL SITE AREA 7.4 ACRES TOTAL ESTIMATED IMPERVIOUS 0.6 ACRES 1.4 ACRES TOTAL ESTIMATED PERVIOUS 6.8 ACRES 6.0 ACRES E) TOTAL DISTURBED AREA: 3.50 ACRES F) SITE SEQUENCING OF GRADING AND EROSION CONTROL MEASURES: • Prior to any grading operations, the contractor shall install a rock construction entrance and perimeter silt fence as shown on plan. (Contact City to inspect erosion control measures prior to grading operations.) Additional silt fence may be necessary if local conditions require. • Perform site grading on an area -by -area basis to minimize uncompleted areas. As each area Is completed, all exposed soils must have temporary erosion control protection or permanent cover according to the following time table: TYPE OF SLOPE TIME* Steeper than 3:1 7 days 10:1 to 3:1 14 days Flatter than 10:1 14 days * Maximum time an area can remain open when the area is not actively being worked.) All sod, seed, mulch and fertilizer shall conform with the following MnDOT specifications as modified below. ITEM MnDOT SPECIFICATION/NOTES Sod 3878 Seed 3876 * For turf establishment MnDOT Mixture 260 (100 lbs/acre) MnDOT Mixture 270 (120 lbs/acre) Temporary Fall cover Spring/summer 1-2 years cover 2-5 years cover MnDOT Mixture 1008 (100 lbs/acre) MnDOT Mixture 110 (at 100 lbs/acre) MnDOT Mixture 150 (at 40 lbs/acre) MnDOT Mixture 190 (at 60 lbs/acre) Mulch 3882 (Type 1 - Disc Anchored) Fertilizer 3881 Wood Fiber Blanket 3865 (Category 2) * Mow a minimum of once per 2 weeks • The contractor shall pay special attention to all adjacent property lines and make sure the erosion control practices Inplace in those areas prevent migration of sediment onto adjacent properties. • If any slopes appear to be failing, additional silt fence, biorolls and erosion control blanket shall be added as needed. • The contractor shall maintain and repair all silt fence (including the removal of accumulated sediment) until vegetation is established and the site is stabilized. (See also INSPECTIONS AND MAINTENANCE). • Final grade pond to depths shown on plan upon stabilization of upstream areas. • Provide temporary mulch over all pervious areas. • Maintain silt fence, including the removal of accumulated sediment, through completion of building construction. Silt fence to be removed only after completion of building construction and upon establishment of vegetation. • Final grade swole areas upon stabilization of upstream areas. • Provide wood fiber blanket for all areas of concentrated flow, all slopes 3:1 or greater, and where drainage swales enter stormwater features. • Sod all disturbed drainage areas, including swales, pond overflows, around storm sewer flared -end sections, and off-street catch basins. • Upon grading completion the contractor shall provide native topsoil, seed, and mulch anchored with a straight set disc within 48 hours of final grading. • Excess soil should be treated like other exposed soil and stabilized within 72 hours. Any soil stockpiles to have silt fence placed around perimeter. • Adjacent streets shall be kept clean of construction materials, dirt, and other undesirable materials. When materials or debris have washed/flowed onto adjacent streets, it is the Contractors responsibility to sweep/scrape streets as necessary or as directed by the City. EROSION CONTROL WASURES STRUCTURAL PRACTKZ2 1. Silt Fence - will be installed prior to any grading activities along the perimeter of those portions of the site which are downstream of storm water run-off. 2. Storm water Management - Storm water treatment will be provided via a NURP ponding basin. 3. Rock Construction Entrance - shall be used at all locations where construction vehicles leave site onto hard surface roads. 4. Storrs Sewer Inlet Protection - shall be used at all CBs to prevent site sediment from washing Into ponding basin. 5. Storm Sewer Outlet Protection - including rip -rap and geotextile filter fabric shall be used at all pipe outlets to prevent site washouts. OTHER CONTROLS 1. Construction Waste Materials - All waste materials generated as a result of site construction shall be collected and removed according to all local and/or state waste management regulations by a licensed solid waste management company. will ensure that all site personnel are instructed in these practices. The contractor e p p e 2. Hazardous Wastes - All hazardous waste materials shall be stored properly to prevent spills and vandalism. When necessary, hazardous wastes will be disposed of in the manner specified by local and/or state regulation or by the manufacturer. 3. Sanitary Waste - All sanitary waste will be collected from the portable units by a local, licensed water management company, as required by local regulation. 4. Offsite Vehicle Tracking - A rock construction entrance has been provided to help reduce vehicle tracking of sediments. The paved street adjacent to the site entrance shall be swept on an as -needed basis, or as determined by the City. Dump trucks hauling loose materials (sand, topsoil, etc.) to and/or from the site shall be covered with a tarpaulin. 5. Vehicle Cleaning - No engine degreasing is allowed on-site. External washing of vehicles to be confined to a defined area ("bone yard") on-site. The bone yard is to be at least 50 feet from any storm drain inlet and shall drain to a temporary pit of adequate volume to hold all liquid and waste concrete materials generated during washout operations. Hardened concrete shall be broken up and disposed of as required by local regulations. If necessary, place silt fence around bone yard area to ensure no sediments enter any storm water basin or storm sewer inlet. The following are the inspection and maintenance practices that will be used to maintain erosion and sediment controls. DRAWN BY: DESIGN BY: A,G. C.G.S. CHCKD BY: PROD. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 O Z I- w CL 0 0 UO co L) w ❑ w O w rn � Lu w U H ❑ N d E @ Y a E M y d c CX m c d CL W C C 3°w Z c CL 0 N O. 0, Co d V V_ a c a) 7 iu o r 0 N N in • All control measures will be inspected at least once each week and following any C storm even of 0.5 inches or greater. y S Z a • All measures will be maintained in good working order; if a repair is necessary, it •fir N 0 0- will be initiated within 24 hours or report. UA � • Built up sediment will be removed from silt fence when it has reached one-third j O (1/3) the height of the fence. �y •�. Z a. • Silt fence will be inspected for depth of sediment, tears, to see if the fabric is = a securely attached to the fence posts, and to see that the fence posts are firmly iv W W H Z in the ground. IIA Q O • Temporary seeding and planting will be inspected for bare spots, washouts, and 6i C �' Z healthy growth. i > • A maintenance report will be made after each inspection. Q, C I- w C mCDa NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWE ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 36"210 FAX: (651) 36"701 C3 APPLE TREE ESTATES DETAILS I City of Chanhassen, Minnesota 48" ELEV = 908.9 r GALVANIZED GRATE ELEV = 908.4 TOP OF WEIR WALL ELEV 908.4 6" 4 ORIFICE INV 906.00 _- NWL= 906.0 -- - ----_ ENGINEERING DEPARTMENT PLATE N0. 5"OO L N OUTLET PIPE I slope SEE PLAN LFE " per ft `o. c to - N INLET PIPE M SEE PLAN MnDOT 8618 L D CL N 15" PIPE �N � m d 8" INV 904.25 a 0 6' 1 Diatanee to C vafiabte FILL W/ CONCRETE 1/2'r 12" PIPE Top Bituminous Material BOTTOM INV 904.0 6612 INV 904.0 = FINISHED GRADE AT REAR + 0.3 FT PL N/A 4" Topsoil, Seed `J & Mulch or Sod. Draintile Surmountable- Concrete urmountable- Concrete Curb STRUCTURE W/ WEIR POND (NOT TO SCALE) CL PL 30' 30' 15.5' to Bock 15.5' to Back - Wear Course to be 1/2" e Above Edge of Gutter \ S\°e 3.0% 2.0% 1.5:1 1' Drointile 1 1/2"-MNDOT 2350 LVWE350308 Tack Coot - 2357 2"-MNDOT 2350 LVNW350308 12" -Class 5 Aggregate Base, 100% Crushed 24" MNDOT 3149.2B Select Granular Borrow (See Note 7) NOTES 1. Minimum Right -of -Way Required - 60'. 2. Maximum street grade 7.0%. 3. Minimum street grade 0.75%. 4. 4.0" Topsoil placed in disturbed areas. 5. 2 Rolls sod behind curb. 6. The bituminous wearing surface shall be placed the next construction season following placement of the bituminous base. 7. A test roll of the prepared subgrode shall be performed by the owner in the presence of a city inspector. The city has the authority to require additional subgrade correction based on the test roll. 8. Draintile shall be placed along bath sides of roadway. See plate 5232 for details. CITY OF TYPICAL RESIDENTIAL STREET SECTION REVISED: 2-08 ENGINEERING DEPARTMENT PLATE N0. 5"OO L FILE NAME: G:\ENG\SPECS\5200 58"0 O.D. SEE DETAIL "A -A 1/4"x1" FLAT STL.ti HINGE ASSEMBLY MINIMUM OF 2 HINGES REQUIRED de (4) 1/2.0-13 UNC HE HEAD STAINLESS STL. BOLTS WITH NUTS AND WASHERS 5�8"0 SMOOTH RND. STOCK 4 O.C. BOTH WAYS 57"0 (2) PIECE 5/8" ROD POND SKIMMER GRATE GRATE NOTES: 1) GRATE TO BE MADE IN TWO (2) PIECES 2) ALL METAL SHALL BE HOT -DIPPED GALVANIZED GALVANIZED GRATE (NOT TO SCALE) 4. 7 _ NWL --} B -------- 3---- n 7 b POND CROSS SECTION (NOT TO SCALE) 1/2" STL. PLATE DETAIL "A -A" R 30' 60' (FRONT SETBACK) I 30' 30' t WALK -OUT I I VARIES 1 BASEMENT FLOOR) = n ;o 0 Note: Silt fence per MNDOT specifications, source 2000, machine sliced woven monofilament, 36"wide fastened steel T -Posts with 3(501b) tensi strength plastic zip ties per T -Post. (Machine sliced) 6mo ng EROSION CONTROL FENCE - TYPE 1 T Posts 24" in ground Ties Min. Depth of sill fence embedment. Note: Type 2 silt fence is the some as type I with hay bales installed as per detail. Type 2 to be used to protect all wetlands. Steel T Posts 24" in ground Zip Ties -0E STREET TYPICAL LOT (NOT TO SCALE) FINISHED GRADE GRADING GRADE R 30' 60' (FRONT SETBACK) 30' 30' I LOOK -OUT j I I FINISHED GRADE GRADING GRADE DRAWN BY: A.G. _6'_ I Distance to variable /2 PROJ. NO. 08-1227 PLATE NO.: 5301 d 3 r Top Bituminous Material /2 I slope I LFE " per ft `o. c to - N er M q3/4 MnDOT 8618 L D CL N Concrete Curb and Gutter �N � m d 8" DRAINAGE & UTILITY4 a 0 6' 1 Diatanee to C vafiabte I 1/2'r d•r 112"r la'a rMnDOT Top Bituminous Material C 3/4• Per (l / 6612 LFE = FINISHED GRADE AT REAR + 0.3 FT Concrete Curb and Gutter - ! NOTE: FOR - B„ 12" For Use Only with Private Driveways, Parking Lots, or Medians. 28"R = FINISHED GRADE AT REAR - 3.2 FT 12"R 16" 68"P. r Top Bituminous Material v ALL: I/ SURMOUNTABLE -� ry Concrete Curb and Gutter FFE = LFE + 8.4 FT. AT REAR OF BLDG 17 1/2" 10 1/2" 28' 4" 8" 1 1/8°r 915'0 Bituminous Bituminous Curb Surface 6" Shoe Formed aff OF BUILDING TYPE TYPICAL CURB CgAN>IASSEN AND GUTTER REVISED: 2-08 ENGINEERING DEPARTMENT W/O PLATE NO.: 5203 FILE NAME:G: ENG SPECS 5203 R 30' 60' (FRONT SETBACK) I 30' 30' t WALK -OUT I I VARIES 1 BASEMENT FLOOR) = n ;o 0 Note: Silt fence per MNDOT specifications, source 2000, machine sliced woven monofilament, 36"wide fastened steel T -Posts with 3(501b) tensi strength plastic zip ties per T -Post. (Machine sliced) 6mo ng EROSION CONTROL FENCE - TYPE 1 T Posts 24" in ground Ties Min. Depth of sill fence embedment. Note: Type 2 silt fence is the some as type I with hay bales installed as per detail. Type 2 to be used to protect all wetlands. Steel T Posts 24" in ground Zip Ties -0E STREET TYPICAL LOT (NOT TO SCALE) FINISHED GRADE GRADING GRADE R 30' 60' (FRONT SETBACK) 30' 30' I LOOK -OUT j I I FINISHED GRADE GRADING GRADE DRAWN BY: A.G. DESIGN BY: C.G.S. CHCKD BY: C.G.S. PROJ. NO. 08-1227 PLATE NO.: 5301 d LOT N0. I d %c Mi I LFE = LOW FLOOR ELEVTION `o. c to - U J N 3 ° W FFE = FIRST FLOOR ELEVTION C L D CL N �N � m d a < DRAINAGE & UTILITY4 a 0 3 I FOR WALK -OUTS: EASEMENT I CB � I LFE = FINISHED GRADE AT REAR + 0.3 FT L C _ I I FOR LOOK -OUTS: SURFACE DRAINAGE I LFE = FINISHED GRADE AT REAR - 3.2 FT t I FOR ALL: FINISHED GRADE I I FFE = LFE + 8.4 FT. AT REAR OF BLDG 915'0 t BUILDING TYPE W/0 -WALK -OUT I W/O I L/O -LOOK-OUT ELEVATION AT I FRONT OF GARAGE I 922.0 t I L � I J - - - - - - R W R 30' 60' (FRONT SETBACK) I 30' 30' t WALK -OUT I I VARIES 1 BASEMENT FLOOR) = n ;o 0 Note: Silt fence per MNDOT specifications, source 2000, machine sliced woven monofilament, 36"wide fastened steel T -Posts with 3(501b) tensi strength plastic zip ties per T -Post. (Machine sliced) 6mo ng EROSION CONTROL FENCE - TYPE 1 T Posts 24" in ground Ties Min. Depth of sill fence embedment. Note: Type 2 silt fence is the some as type I with hay bales installed as per detail. Type 2 to be used to protect all wetlands. Steel T Posts 24" in ground Zip Ties -0E STREET TYPICAL LOT (NOT TO SCALE) FINISHED GRADE GRADING GRADE R 30' 60' (FRONT SETBACK) 30' 30' I LOOK -OUT j I I FINISHED GRADE GRADING GRADE DRAWN BY: A.G. DESIGN BY: C.G.S. CHCKD BY: C.G.S. PROJ. NO. 08-1227 ORIGINAL DATE: I JANUARY 15, 2009 LU It Z Q m X O CD 0 W O Z Q O a o a_ a W X O Q z � o � U FW o LO � N VHR 10' 10' aD o in ------__ IIIr W 00 ------ BASEMENT FLOOR521 10 og In o f 12 o a CCA O CA TYPICAL PAD NOLDDOWNS e a (NOT TO SCALE) C� Hav or Straw Bales I ah Food slave drhm 9vaugb We 1.5 to 2.0 into the yarn Boles to be remsed 6• bene grade. Biles are to be bed rim a non-nvradable Moterid. EROSION CONTROL FENCE - TYPE 2 CITYOF SILT CMSEN FENCE REVISED: 2-08 ENGINEERING DEPARTMENT PIATF NO.: FILE NAME: G: ENG SPECS 5300 5300 7So, / �k'vc 6"MIN.DEPTH FOR ROCK 10"MIN.DEPTH FOR WOODCHIPS 1"-2"WASHED ROCK .ter-x•� -Y- �c'�•�-' � 18" MINIMUM CUT OFF BERM -J / TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK. C�A9ASSEN ROCK CONSTRUCTION ENTRANCE tD Em« ENGINEERING DEPARTMENT PLATE NO.: 5301 d (� 47, °� v d %c Mi O 2 W N Z `o. c to - U J N 3 ° W @zm z C D CL N �N � m d a < a 0 C N U r 8 a CB � � d L C _ Q 0 VHR 10' 10' aD o in ------__ IIIr W 00 ------ BASEMENT FLOOR521 10 og In o f 12 o a CCA O CA TYPICAL PAD NOLDDOWNS e a (NOT TO SCALE) C� Hav or Straw Bales I ah Food slave drhm 9vaugb We 1.5 to 2.0 into the yarn Boles to be remsed 6• bene grade. Biles are to be bed rim a non-nvradable Moterid. EROSION CONTROL FENCE - TYPE 2 CITYOF SILT CMSEN FENCE REVISED: 2-08 ENGINEERING DEPARTMENT PIATF NO.: FILE NAME: G: ENG SPECS 5300 5300 7So, / �k'vc 6"MIN.DEPTH FOR ROCK 10"MIN.DEPTH FOR WOODCHIPS 1"-2"WASHED ROCK .ter-x•� -Y- �c'�•�-' � 18" MINIMUM CUT OFF BERM -J / TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK. C�A9ASSEN ROCK CONSTRUCTION ENTRANCE REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5301 FILE NAME:G: ENG SPECS 5301 SEDIMENT TRAP AS MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS.,LORETTO, MN. OR SIMILAR 5862 AWNS ANn Sraxa;R05 AEs .N LMnc NSG u`x.. or e,Fn CORWRLYMx 9TH MIMMY. N fted)t[ q aoGHT La`a n/a •W$ ceai� wP E NN m[ L, al.t-9!. sAnnY Feared n/a 29 CFR 1920 WAo: ROW MW (MdOUGX "PE FF Masi) 0.707 Me O 3' need NN]NUM IN ow MTE 5.91 cle O IS' Mad MODEL#CG23 NOTE: Clean filter media after each rain event and replace if filter is clogged with sediment. Remove debris/sediment from receptacle after each rain event. aff OF CATCH BASIN CBmo SEDIMENT TRAP REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: FILE NAME: G: ENG SPECS 5302A 5302A NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C4 EXISTING HOUSE (TO REMAIN) 10 fM C LEGEND NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verifysize elevation and location of existing 9 sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Temporary street signs, lighting, and addresses shall be provided during construction. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and sign all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. EXISTING Existing Well 6.89 acres 3.06 acres 44% Utility Pole © Utility Box © Cable Box © Telephone Box Q Existing Sanitary Sewer Manhole Q$ Proposed Sanitary Sewer Manhole QU 0 Existing Storm Manhole/Catch Basin ® Proposed Storm Manhole/Catch Basin GV Proposed Storm Sewer _X_ Existing Gate Valve OV Spruce, Colorado Green i Proposed Gate Valve Y Existing Hydrant G Proposed Hydrant 2.60 acre Existing Apron NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verifysize elevation and location of existing 9 sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Temporary street signs, lighting, and addresses shall be provided during construction. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and sign all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. EXISTING Apple Tree 6.89 acres 3.06 acres 44% Tree 77[z Tree Removed oHW Overhead Wire Preserved Canopy Coverage = Existing Watermain I Proposed Watermain > Existing Sanitary Sewer D Proposed Sanitary Sewer V3Canopy Existing Storm Sewer 01:1— Proposed Storm Sewer _X_ Existing Fence NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verifysize elevation and location of existing 9 sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Temporary street signs, lighting, and addresses shall be provided during construction. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and sign all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. EXISTING wet— 1 J -------- �---- __ ---- - I � I i n / 1 I jl I Alta, I 1 I n I � I I 1 20 1 1 it i 1 1 11 1 11 I EXISTING N HOUSE 1 To REMAIN) � I f I ➢ I I 1 1 I I a 1 1 1 a 1 I 1 1 I 1 1 1 1 1 11 zl 1 11 �1, I 11 d Q I m I 1 1 m 1 NI a m i z r°`1 ��0'�) I 1 J \ \ 1 p 1 D 1 __J 1 1 I 1 I I I 1 I 1 I I I 1 Q I A 1 I 1 ill n I 1 I I i I I 1 I \ \\ - I 1 I 1 I 4'7" • 1 II A i 111!r f A I 1 1 1 1 1 3 1 � B L________________________ Box 5 \ ------------------ I� ' JPO I I 1 M M m P d TREE CANOPY INFORMATION Total Site Area = 7.09 acres Wetland Area = 0.20 acres ca WWW Net Site Area = Existing Site Canopy Coverage = = 6.89 acres 3.06 acres 44% For low density residential development, required minimum amount of canopy coverage that must be maintained or provided is 35% (Section 18-61.d.2). Spruce, Black Hills Preserved Canopy Coverage = 1.72 acres RIM Linden, American C W Proposed Planted Trees = 35 V3Canopy coverage per Proposed Tree = 1,089 sf (Section 18-61.d.2.e.1) Maple, Red Canopy coverage from proposed trees = 0.88 acre 4 Spruce, Colorado Green i 101111 Betula nigra Birch, River G 4 I1 ° wet— 1 J -------- �---- __ ---- - I � I i n / 1 I jl I Alta, I 1 I n I � I I 1 20 1 1 it i 1 1 11 1 11 I EXISTING N HOUSE 1 To REMAIN) � I f I ➢ I I 1 1 I I a 1 1 1 a 1 I 1 1 I 1 1 1 1 1 11 zl 1 11 �1, I 11 d Q I m I 1 1 m 1 NI a m i z r°`1 ��0'�) I 1 J \ \ 1 p 1 D 1 __J 1 1 I 1 I I I 1 I 1 I I I 1 Q I A 1 I 1 ill n I 1 I I i I I 1 I \ \\ - I 1 I 1 I 4'7" • 1 II A i 111!r f A I 1 1 1 1 1 3 1 � B L________________________ Box 5 \ ------------------ I� ' JPO I I 1 M M m P d TREE CANOPY INFORMATION Total Site Area = 7.09 acres Wetland Area = 0.20 acres ca WWW Net Site Area = Existing Site Canopy Coverage = = 6.89 acres 3.06 acres 44% For low density residential development, required minimum amount of canopy coverage that must be maintained or provided is 35% (Section 18-61.d.2). Spruce, Black Hills Preserved Canopy Coverage = 1.72 acres RIM Linden, American C W Proposed Planted Trees = 35 V3Canopy coverage per Proposed Tree = 1,089 sf (Section 18-61.d.2.e.1) Maple, Red Canopy coverage from proposed trees = 0.88 acre CD Spruce, Colorado Green F 101111 Betula nigra Birch, River G Total Proposed Canopy Coverage = 2.60 acre Spruce, White = 38% TREE LEGEND TREETTPE NUMBER PROPOS® SCIENiiHO ME COMMON NAME A 6 Picea glauca densato Spruce, Black Hills B 3 Tilia americana Linden, American C 6 Quercus rubra Oak, Red D 4 Acer rubrum spp. Maple, Red E 9 Picea pungnes Spruce, Colorado Green F 2 Betula nigra Birch, River G 5 Piceo glouco Spruce, White Trees shall average at least two—and—ane—half inch caliper and may be a minimum of one—and—one—half inch caliper. Conifer trees shall average seven feet and shall be a minimum of six feet in height (Section 18-61.d.2.e) At least one front year tree from each lot shall be eight feet in height (coniferous) and two—and—one—half inch caliber (deciduous) at the time of installation (Section 18-61.a.1). LANDSCAPE NOTES INSTALL 4" MIN. BLACK DIRT TO ALL SOD, SEED AND SHRUB AREAS. CONTRACTOR RESPONSIBLE FOR FINE GRADING OF SOD AREAS. STAKE AND/OR MARK ALL PLAN PLANTING LOCATIONS PRIOR TO INSTALLATION. OWNER TO APPROVE ALL LOCATIONS PRIOR TO INSTALLATION. ALL SHRUB AREAS TO BE MULCHED WITH 4" DEPTH OF SHREDDED HARDWOOD MULCH OVER WEED BARRIER. POLY—EDGER TO BE VALLEY VIEW BLACK DIAMOND OR APPROVED EQUAL. (CONTACT OWNER FOR SHRUB LOCATIONS, IF APPLICABLE.) INSTALL 4"-6" DEPTH SHREDDED HARDWOOD MULCH AROUND ROOT SAUCER OF ALL TREES ISOLATED FROM PLANT BEDS. PLANTING SOIL SHALL CONSIST OF 50% SELECT LOAMY TOPSOIL, 25% PEAT MOSS AND 25% PIT RUN SAND. ALL WORK TO BE GUARANTEED FOR A PERIOD OF ONE YEAR BEGINNING AT TIME OF ACCEPTANCE BY OWNER. CONTRACTOR TO MAKE ALL REPLACEMENTS IN A TIMELY MANNER. ALL MATERIALS SHALL COMPLY WITH THE LATEST EDITION OF THE AMERICAN STANDARD FOR NURSERY STOCK, AMERICAN ASSOCIATION OF NURSERYMEN. ALL TREE TRUNKS SHALL BE WRAPPED WITH BROWN CREPE TREE WRAP OR APPROVED EQUAL. APPLY WRAP IN NOVEMBER AND REMOVE IN APRIL. MAINTAIN AND WATER ALL PLANT MATERIALS UNTIL ACCEPTANCE BY OWNER. APPLY CHEMICAL WEED CONTROL TO ALL LANDSCAPE AREAS PRIOR TO ANY INSTALLATION. STAKING AND GUYING OF TREES OPTIONAL — VERIFY WITH OWNER PRIOR TO INSTALLATIONS. PROPOSED ca �! j .. wgm �1 0 w� s O HOUSE DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 Z Q a] O m W O Z °¢ O o a_ o a. LLJ Q Z O N Lu o N d E W a E �m m� a. v d c_ o t o y w Z m iu n Z Z g � c N m C - J J 3 o W NEIL KLINGELHUTZ 9731 Meadowlark Ln N @.2 M z LN U) UQ d O 4 CD w N2_1 O N G1 r � N N d C J Ill L `o ce W � a a. U) y w = Z Z g � Q = NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361.8210 FAX: (651) 361-8701 NORTH 0 25 50 1 INCH= 50 FEET OF CITY RECEIVED CHANHASSEN MAY 0 5 2009 INSTRUMENT OF DEDICATION CHANHASSEN PLANNING DEPT APPLE TREE ESTATES KNOW ALL PERSONS BY THESE PRESENTS: That Aloysius Klingelhutz, fee owner of the following described property situated in the County of Carver, State of Minnesota, to -wit: TRACT 1 DESCRIPTION Outlot A, Chanhassen Hills 1st Addition as recorded in the Registrar of Titles office, Carver County, Minnesota, also including, that part of Government Lot 3 in Section 14, Township 116, Range 23, lying westerly of the easterly 245.00 feet of said Government Lot 3 and easterly of the following described line. Commencing at the Northeast corner of the Northeast 1/4 of Section 23, Township 116, Range 23; thence on an assumed bearing of S 88111' 38" W. along the north line of the Northeast 1/4 of said Section 23, a distance of 245.01 feet to the west line of the east 245.00 feet of said Government Lot 3; thence N 2°57' 46" W. along said west line, a distance of 487.30 feet to the point of beginning of the line to be described; thence N 25146' 46" W, a distance of 116.3 feet to the shore line of Lake Susan; thence easterly along said shore line, to the intersection point with the west line of the east 245.00 feet of said Government Lot 3 and there terminating. All in Carver County, Minnesota. Subject to roads and easements of record; AND the easterly 245.00 feet of Government Lot 3 in Section 14, Township 116, range 23. TRACT 2 DESCRIPTION The easterly 244.99 feet of the northerly 261.81 feet of the Northeast Quarter of the Northeast Quarter of Section 23, Township 116, Range 23, subject to the State Highway No. 101, all in Carver County, Minnesota. TRACT 3 DESCRIPTION Part of the Northwest Quarter of the Northwest Quarter of Section 24, Township 116, Range 23, Carver County, Minnesota, described as follows: Beginning at the northwest corner of the Northwest Quarter of said Section 24; thence on an assumed bearing of South 89 degrees 19 minutes 43 seconds East along the North line of said Northwest Quarter 338.00 feet; thence South 25 degrees 26 minutes 43 seconds East 128.38 feet to the centerline of State Highway Number 101; thence westerly along said centerline along a non tangential curve that is concave to the north, said curve having a central angle of 09 degrees 11 minutes 57 seconds, a radius length of 621.15 feet, an arc length of 99.73 feet, a chord bearing of South 74 degrees 12 minutes 13 seconds West and a chord length of 99.62 feet; thence South 79 degrees 38 minutes 53 seconds West along said centerline and tangent to last described curve 163.44 feet; thence southwesterly along said centerline along a tangential curve that is concave to the southeast, said curve having a central angle of 19 degrees 36 minutes 53 seconds, a radius length of 231.87 feet, an arc length of 79.38 feet; thence continuing southwesterly along said centerline along a compound curve, that is concave to the southeast, said curve having a central angle of 52 degrees 18 minutes 23 seconds, a radius length of 127.60 feet, an arc length of 116.49 feet, a chord bearing of South 33 degrees 34 minutes 37 seconds West, a chord length of 112.49 feet to the West line of said Northwest Quarter; thence North 00 degrees 01 minutes 33 seconds West along said West line 297.33 feet to the point of beginning. This tract is subject to any and all easements of record. Have caused the some to be surveyed and platted as APPLE TREE ESTATES and do hereby donate and dedicate to the public for public use forever the public way, drainage and utility easements. In witness whereof said Aloysius Klingelhutz, have hereunto set his hands this day of 20 Aloysius Klingelhutz STATE OF MINNESOTA, COUNTY OF The foregoing instrument was acknowledged before me this day of Notary Public, My Commission Expires 20, by Aloysius Klingelhutz. County, Minnesota ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE CARVER COUNTY COORDINATE SYSTEM. NAD 83 (1986 ADJ.) SHORELINE OF LAKE SUSAN--, AS OF 01DECOO rSURVEY UNE I BENCHMARK: MN/DOT GEODETIC STA. #3716, 9 / 1 'T-y15t N88°43'04"E 179.47_ j \ STATION NAME: JON MNDOT -- -- _ + DRANAGE k U1ILITY EASEMENT 7.4s• 1 j ELEVATION= 1027.44 (NGVD 29) N85°47-- i cs°�� ' 3';' �, -�--- 0 11 1 GRAPHIC SCALE J \oQr�� aU�? o J0 60 0 30 60 t0�\� o<c/ ev �V/ , JcS / �° i 1, I I ( IN FEET ) P m F> / ; /ir/ qc ° o �, , ; ; I 1 inch = 6o ft. N O RT H Drainage and Utility Easements are shown thus: °SPO `/O +• I I { 1 I �-s 1 I 4-5 -- 1011v- I i �' N SURVEYORS CERTIFICATION I hereby certify that I have surveyed and platted the land, or directly supervised the surveying and platting of the land described on this plat; this plat is a correct representation of the boundary survey-, all mathematical data and labels are correctly designated; all monuments depicted on this plat have been correctly set within one year;; all wet lands and water boundaries as of this date are shown and labeled: and all public way are shown and labeled. Kurt D. Nelson, Licensed Land Surveyor Minnesota License No. 45356 STATE OF MINNESOTA, COUNTY OF The foregoing Surveyor's Certificate was acknowledged before me this day of 20 , by Kurt D. Nelson, Licensed Land Surveyor, Minnesota License No. 45356. Notary Public, My Commission Expires CNANNASSEN, MINNESOTA County, Minnesota This plat of APPLE TREE ESTATES P was a ed approved and accepted b the Cit Council of PP P Y Y the Cit of Chanhassen Mi Minnesota at a regular meeting Y 9 9 thereof held this day of , 20 , and is compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. All monuments will be set as specified by the City Council and as stated on this plat, according to Minnesota Statute 505.02 Subd. 1. if applicable, the written comments and recommendations of the Commissioner of Transportation and the County Highway Engineer have been received by the City or the prescribed 30 day period has elapsed without receipt of such comments and recommendations, as provided by Minnesota Statutes, Section 505.03, Subd. 2. Deed Distance or Bearing p CITY COUNCIL OF THE CITY OF CHANHASSEN I VICINITY MAP I I Zr M Mayer By: COUNTY SURVEYOR Pursuant to Chapter 395, Minnesota Laws of 1971, this plat has been approved this day of COUNTY AUDITOR/TREASURER I hereby certify taxes payable in the year of . 200 COUNTY John E. Freemyer, County Surveyor Clerk 20—. and prior years hove been paid for land described on this plat. Dated this Laurie Engelen, County Auditor/Treasurer I hereby certify that this plat of APPLE TREE ESTATES was filed this day of at o'clock M., and was duly recorded as Document No. 200 Carl W. Hanson, Jr., County Recorder S 1/4 CORNER /--SEC. 14, T.116, R.23 Being 5 feet in width, unless otherwise indicated, and adjoining lot lines, and 10 feet in width and adjoining street lines, as shown on the plat. BLOCK',, ` `fit 1 • Denotes Iron Monument Found 1 ' �`„' _' '-, I ,-, I I 2 it ---i Iron Monument Set, Marked RLS No.45356 1 1 30I � Denotes Carver County Monument 'r� \ 1 M. I 1 Measured Distance or Bearing ICD-----------------' ' I 244.95 M. I \ (D)------- (D) 1 Deed Distance or Bearing p 1 I VICINITY MAP I I Zr �D 8 °43'23-W N 9 W 1 1 l o'° I I `\ I ` 1 1 w ______ ----_________ \____--_- , 1 W z N , 1 IL t IEa I r^ ;' c a� 1 Utility Easement r-----------------------------� �a I l i J6k°I I R 1 _ 1� NNN l; _ �_ r-_�., o OUTLOT 1 I 147.22 (1 �_--N89°43'23- 1 ' �`„' _' '-, I ,-, I I O Denotes Iron Monument Set, Marked RLS No.45356 1 1 30I � Denotes Carver County Monument 'r� \ 1 M. I 1 Measured Distance or Bearing $ \ . ------ i - ----'245.00 I 244.95 M. I \ (D)------- (D) Denotes Deed Distance or Bearing p 1 1 I 1 ' �`„' _' '-, I ,-, I I O Denotes Iron Monument Set, Marked RLS No.45356 \\ \ -1 •' ^, I I Denotes Carver County Monument 'r� \ , r � I i \ M. Denotes Measured Distance or Bearing $ \ . ------ i - ----'245.00 I 244.95 M. I \ (D)------- (D) Denotes Deed Distance or Bearing 1 VICINITY MAP I I Zr �D 8 °43'23-W N 9 W �/ to I a ' o'° I I `\ I PART OF SEC. 14, 23 £ 24, TWP. 116, RNG. 23 .0 I 11 O �,� I --------- l \�---i W V) I r N. I i Li LAKE SUSAN �'. I I</ \\� S I T � (0 c p`' 1 I I 16 ---------7f W 30 30, 00 O I Im101 I I z :. I Vo 3 �Lm21'.1_ R-15 50 j I I 1 =789D9 ,'11° i ZI ' '$3°Y�_ I SE COR. SEC. 14 NE COR. SEC. 23 I -NW COR. SEC. 24 % 1 ALL IN MON 116, R.23 I ,_-_N UNE -NW 1/4 -NW 1/4. SEC. 24 I70 CARVER COUNTY, MINNESOTA /p\ — N N L STONE MONUMENT J - — — — -�- — __--5�NE �_ ___ ____ _ — —_ — _ - so__ 1 N LINE-- 1 4 i I / I S89a19'43"E 1338.00 (NO SCALE -F— — — --i- '�— — -� — "--- N8�°43'23"W 245.00 - N 3 130.00 208.00 1 r I I 4 a 5 N LINE -NE 1/4, --� I I--1 I I $ 1 Ids 1 $ / WETLAND--., SEC. 23-116-23 I /� II ��� ,' I a A �A N �1 o �- ,1 p LOCA/ 2-�- ' '' I I M o N ,n \ .' '. ` / _t ;,1 O` `J N 1/4 CORNER J \ N 1 4 CORNER I ` I `'"' I �' I 10 3 r� ________________i °. `, `\I`i ^� ` ' , - _ '�� lT SEC. 24, T.116, R.23 - / " v SEC. 23, T.116, R.23 I r`. r -I SU I'-------------------- J Z - II DD v 185.99 la 1 , I �D 8 °43'23-W N 9 W �/ z , �'- , 1 w ______ ----_________ \____--_- Drainage and W z N n N N N IL ^g s z I r^ ;' c 1 Utility Easement r-----------------------------� �a I l i J6k°I I R o I I I IO NNN _ �_ r-_�., o OUTLOT A- 11 r 0 1 S <' Id to ; ,;��� m N 001 I 00 tip i i Q o 1 _1583°59'52"W 79. age 9771 3` N N89°4323 -W i n I Z 9 yg' luty L_____________________________J li- °� o No i n yti a %T, X ----------------------------64i 30 30 ' �o9'3ry` 18• i30h• 187.47 12' �~ - ---- -�-j \, ,,\, 1 100 R Ca �opllr tp O 1 W c t, ' I- �O ! 1r O p. 216.71L� -\\ -10 i 1 8110) I p i@16) 1'o — NOW , •;.. 901 WY N0' • 1.4 ;• ::�_ ��- <, 2'0.1 L - N89043'23"W 245.02 — `I` _ ` l� Zl3 193 (9 \I\ day I III I r, r, I 23,. 1L1 P % \ _ --------------- iz r -W LINE -NW 1/4 -NW 1/4, SEC. 24 v I i _, / I II — E 1/4 CORNER J W 1/4 CORNER SEC. 23, T.116, SEC. 24, T.116, R.23 W Hutchinson, MN 55350 Tel (320) 587-2025 r. Icp / V? .7 tPNOCd\ t� � OZ tPNO�Nj / ' Ct T.H. No. 101, PER CO. SURVEY �-�-" DATED: 5/97 9 C'9621 �3 C� l0 11. IS 3% 9 APPLE TREE ESTATES �� 'e. GRADING& DRAINAGE PLAN °� ����� City of Chanhassen, Minnesota GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities Is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One -Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right-of-way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4 -foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. LEGEND '} Existing Well 0.189 Utility Y Pole © Utility Box © Cable Box ® Telephone Box OS Existing Sanitary Sewer Manhole Q$ Proposed Sanitary Sewer Manhole O 0 Existing Storm Manhole/Catch Basin ® ❑ Proposed Storm Manhole/Catch Basin GV 24.0% N Existing Gate Valve GV 24.0% N Proposed Gate Valve 0.103 * Existing Hydrant I 1 Proposed Hydrant I I Existing Apron LOT INFORMATION Minimum Lot Area = 15,000 sf (Section 20-615.1) = 0.344 ac Minimum Lot Depth = 125 If (Section 20-615.3) Maximum hard surface coverage = 25% (Section 20-615.5) Setbacks: (Section 20-615.6) Front = 30 feet Rear = 30 feet Side = 10 feet TOTAL LOT HARD SURFACE HARD SURFACE LOT # BLK # AREA (AC) AREA (AC) PERCENTAGE 1 1 1.749 0.189 10.8% 2 1 1.778 0.175 * 9.8% 3 1 0.437 0.108 * 24.7% 4 1 0.427 0.103 * 24.1 % 5 1 0.429 0.103 * 24.0% 6 1 0.434 0.104 * 24.0% 1 2 0.491 0.103 * 21.0% * ASSUMES 3600 SF BLDG FOOTPRINT AND DRIVEWAY AS SHOWN \ � dpi � � y�P ,gyp ,• .'Xar�;,::':• _ .� V � O� ,moo r:Z` _\ °/�� / :' � . :• / .: n' GIPY'OF CHANHASSEN LP �,p RECEIVED pP\GtF �P���F,F Oo MAY 0 5 2009 0 CHANHASSEN PLANNING DEPT / : 1 F •.l,. ..':�, �..'BBE. CURB & RITUMINOUS NOTES Removal and disposal of existing street materials as required for construction / ry 4q GooNW / (... a.' is considered incidental. .0� ',_x :1 .l Backfilling of curb is incidental to curb installation. X, DP Use traffic control measures in accordance with the Minnesota Manual of '1 Uniform Traffic Control Devices (MMUTCD) as necessary whenever grading, ; 1 i0 A :-� �� utility, or paving operation encroach onto adjacent streets or public 1 ..';E-:.'xspe FFE=9 right-of-way. 1 ...886* Restore disturbed street to existing or better section. II 1 4/ \1NEP ino and concrete curb to provide butt -joint. 9 ! Saw cut existin bituminous o re a cu 9 P�0 0..' NOTE _#1 (WETLAND BUFFER AREA NO FERTILIZER TO BE USED IN BUFF=R AREA. ALL SEEDED AREAS WITHIN BUFFER AREA TO BE MULCHED IMMEDIATELY WITH NOXIOUS WEED -FREE STRAW AT A RATE OF 1.5 TONS/ACRE. MULCH SHALL BE ANCHORED WITH A DISK OR TACKIFIER. USE MnDOT SEED MIX #325 (84 LBS/ACRE) AND WET FORBS (2 LBS/ACRE). I I ' I I 1 I I I } 1 I I I I I 1 II\ *ORE BITUMINOUS IYJ ... � Apple Tree a Tree 908 Existing Contour .............910............. TO BE:'APPROVEI) BY CITY -908- _910- 10- Proposed Contour - 0H oHW Overhead Wire • Existing Watermain > Existing Sanitary Sewer »--- Existing Storm Sewer ->> - Proposed Storm Sewer HOI• ESE v, U (TO REMAIN) g2p5aN7a6R Proposed Retaining Wall x Existing Fence ------- ct_- Proposed Tree Protection Fence n n_ Proposed Heavy -Duty Silt Fence I 1 Permanent Wetland Buffer I I (See Note #1) NOTE _#1 (WETLAND BUFFER AREA NO FERTILIZER TO BE USED IN BUFF=R AREA. ALL SEEDED AREAS WITHIN BUFFER AREA TO BE MULCHED IMMEDIATELY WITH NOXIOUS WEED -FREE STRAW AT A RATE OF 1.5 TONS/ACRE. MULCH SHALL BE ANCHORED WITH A DISK OR TACKIFIER. USE MnDOT SEED MIX #325 (84 LBS/ACRE) AND WET FORBS (2 LBS/ACRE). I I ' I I 1 I I I } 1 I I I I I 1 II\ *ORE BITUMINOUS IYJ ... � I E LOT 2 BLOCK 1 - f1NAL', .r^ I LOT DESIGN AND GRADING FSR. UTILITY WORK TO BE:'APPROVEI) BY CITY . f I9/a 3T 0099 • G� 1 1 92 94 1 8921 11 100 -YR B -B _..1i Bg4�t' 9 A GE I B\S Bq6 32 1 I '$9 00\c 11 EB\ 1 HOI• ESE v, U (TO REMAIN) g2p5aN7a6R -� O Es3^ I EXIST EB 7P al. HOUSE I 1 a 4 •1. I I n4 .I I U' q I I I qa I EB I \t HOUSE F; 35 E? ( I. I L d .924 ' 1' 4111i EB�t LLJ�Lu5� � qC g N o, USE HEAVY -DUTY --SILT cage FENCE (TQ ACT AS BQTFF. » SILT _INCE AND TREE LO K 1 Z.PROTECTION FENCE) _ - --- Z 9 .F - ....;: to 908...�- EXISTING BASIN WATER T U o ELEVATION 889,2 Par 4/20/2009 field curve (Y) y' 9O D ? u. rMe�. a a I s pN s 5 6 EXIST 9 0 9. 4. t 20 8i E 30 f / 9>�y 0o 0 0 XG oo.Rce . - a < . ----- Q -' x910.50 • D: NOTE _#1 (WETLAND BUFFER AREA NO FERTILIZER TO BE USED IN BUFF=R AREA. ALL SEEDED AREAS WITHIN BUFFER AREA TO BE MULCHED IMMEDIATELY WITH NOXIOUS WEED -FREE STRAW AT A RATE OF 1.5 TONS/ACRE. MULCH SHALL BE ANCHORED WITH A DISK OR TACKIFIER. USE MnDOT SEED MIX #325 (84 LBS/ACRE) AND WET FORBS (2 LBS/ACRE). I I ' I I 1 I I I } 1 I I I I I 1 II\ *ORE BITUMINOUS IYJ ... � I E DR BETTER SECTION I ..Eco.............. ...............�9 Ire... FSR. UTILITY WORK I . 904,42 . I9/a •... .. SNOWMELT 9 3.0 100 -YR B -B I I I I 902.54 HOI• ESE v, U (TO REMAIN) g2p5aN7a6R ` O I I •.... � 7P al. I I 1 I I I .I I U' ).66 900.58'. 0 GARFLR 05.69 I I I I I:' EXIST I Z HOUSE F; I I E? ( I. I L d .924 ' 1' 4111i ^ 1 L-------- LLJ�Lu5� N g N 91!.44 901.86 N 9,005.54 ': 91131 cage T O to E L I 0• 1 CBMH5'�� I L,TUFF9 8liCK .9.. {"'.. 901.5.'' 2 -YE R HWL ... ..Eco.............. ...............�9 Ire... 10 -YEAR HWIL903.17 I I 904,42 . I9/a •... .. SNOWMELT 9 3.0 100 -YR B -B q is EXISTING ....... .ZZ6.. '' •I 914. I I 902.54 HOI• ESE v, U (TO REMAIN) g2p5aN7a6R ` O O 0 Es 6 I dol .Z O 92 6 Eco 9 OR i. o .I I U' ).66 900.58'. 0 GARFLR 05.69 t; I Q ,I Z >�> Q Sops L d Q 4111i U LLJ�Lu5� g N 91!.44 901.86 N 9,005.54 ': 91131 T O to E LO K 1 to O 0_' T U o rMe�. a a I W EXIST F W, I HOUSE I Q -' x910.50 • D: U to U .0'N,,4W X2oN 2 I rn I .. I E 904.61 904.14 "• 903 68 9 4 13 : 904950 4 906 Ie x .. Ou o , 0 0019 o- fo to 9 I S� 90608' 04,34T 53 ,a\N EXISTING GRAVEL DRI' 0 N N N 91,14 N TO BE REPLACED WITH I 17 N I 89f \ BITUMINOUS DRIVE } o /m 910 62 1ucj90477 ' 910,64 W W o GARFLR W, LIMITS OF 7 -TON DESIGN] : gg \ ':I f/1 0 Q 906.4-908 ...... tiMPR\.E . _ / 0\N N \9 b 26, I \'• F \ z 1911.55'..... I .9 '. R. T. .. ., �q ON t T20 WIDE BITUMINOUS - - -. '- - - - - \ .. - N ,,_ 908.31 1VE (7-TONo pESIGN�77- ,4 '• i W ; sr.I s.l X \Fj I ?`Va\o 1' 9 C 90482 . 92"05 I I X2 30' SETBACK''... 02-150�OGCOR ?y C7 l a I i Ory k "pL�r 77 2a G 3 =i fll 911.9 c m m Ci TOE Olt 908 cOGro \N I EXIST2,1.40 I T=924.4 4 :' HOUSE N xTOE68. 9p�S• 906 r B=921.5 '..... I I x90219 .. '': TOE; o T=923.0 s' ..:.._�:;... ...... x . o ops a^ B=921 I I . PHONE: (612) 685-5580 ..,,t� �o tD a(pN� r - yq0•�. �'•.• O ''•., qi>:2O�G�c/g2p0 GC0 •.• X,apS ... f� �82: /"00920 OT OGGifR: :.: I Ol q0 S2q1 902.9 q° - 7-61'x TBE 90 .......... ..na \\ 920.0 w}PP r , e oa o. I 0 R7L10a 9\1WB1TCt ^ .f` ^`tel 92 91 B.aa oGco Ec I X23 GGOR a I I t 920 6 9 op50`o B 9190 qc f'. a,l ,433 :I PROPOSED POND PONA NWL 901.5.'' 2 -YE R HWL ... •-902.23 10 -YEAR HWIL903.17 08-1227 •1.00 -YEAR H% 904,42 . B -B 1100=YZAR HWL 905.52: SNOWMELT 9 3.0 1 8=918.0. Ecp4 'I. 10' WIDE EOF a\6I SURMOUNTABLEG q Z _ _ .. .I . ELEV=905.5 I CURB (TYl') �qN 069 fos c C 07 ,t ! r AGE? 9pE ... p564 q0 N 9 " I 898- 1J H S 9j8 . 9/6979 97? 0 8971 9 n w 6 . 01 0 ----- - --------'-:,', .. � .896_ v rn `. < < < v tJ0 `soil mm m 8M 6 MH 7; s._ A lO 1115 .r i I / 0 10:1.. BENCH c0 ' Ir J�I I .�" �.`0• r`0• --�---- 9\ 2q MH 1 M 3 0 9 BB 4 M,5\N I CB L -- ------ ---- ---?J 9��00 �- i n ___ ____ ______ _-__ _,_� : 1fo , \. EB\t T=911.5 c�"B�c •" a4 '' 8=908.0 e2 \ ... ••O E 1 \ EB\t ° qt6 9,523 T=909.5 I Tt 90is 2a 6 eG Bc 8=906.0 6 - : `, n �$ 9188 q` �� E RELOCATE EXISTING UTILITIES AS o 011 a NECESSARY FOR CONSTRUCTION F (TYP) PROTE CT XISTI NG TRAIL FROM DAMAGE D RING CONSTRUCTION "t' --- -- 40) F EXIS T 1. g2a5 \•ICOR 9�•SpR Y�Go62 q 5� ,894 ec MATCH INTO EXISTING HOUSE CONCRETE APRON \ E 92p6T MBERE ..f ... \ F„CE PROTECT "OEc�RN I: . S � EXISTING FENCE B$ /END CURB AT PROPERTY LINE EXIST x I XCE g�2592\N SBRMMv'SW \TYP) HOUSE : I I 4 ^' DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 898.53 DEPRESSED:`AREA #2 DA2 wLU u aLU 1- 2 -YR . I- 901.33 10 -YR ' 903.29 902.36 a_ MZ2b0 903.21 100 -YR B -B 904.491 903.76 SNOWMELT s 904.144 902.54 9110 911.17 x910.75 O 0. O p .. .Z O 099O ....... 9001$•... ' ' A UJ U0:UZZ WQWg< U' ).66 900.58'. 0 GARFLR 05.69 Y N v) (n 0) Q 90524 : C\ Z >�> Q W.6 L d Q 1�. U LLJ�Lu5� g N 91!.44 901.86 N 9,005.54 ': 91131 T O to E 'a to O 0_' T U o .:902.84 4 03 30s14 W F Z0 L O V Q -' x910.50 • D: U to U IL rn E 904.61 904.14 "• 903 68 9 4 13 : 904950 4 906 Ie x .. Ou o , 0 0019 Q 90608' 04,34T .. 906 00: ' 0 N N N x 911). 17 Qi om .Co Or 945` x'':TOE } o /m 910 62 1ucj90477 ' 910,64 W W o GARFLR 898.53 DEPRESSED:`AREA #2 DA2 L fig EXIST I PROP 2 -YR . 902.47 901.33 10 -YR ' 903.29 902.36 100 -YR '• 904.051 903.21 100 -YR B -B 904.491 903.76 SNOWMELT s 904.144 902.54 i0 89849 4, Ex L fig EXIST PROP GARFLR �•' .911.10 901.49 CL "" N O 10 -YR Z 91075 GpRFIR: 100 -YR p_ C c 900.09 U_ 898.85 °m'o 901.11 SNOWMELT 903.87 899.87 9110 911.17 x910.75 + N WLU LU Z40 : 899.04 899.94 911.09 .. .Z O 099O ....... 9001$•... ' ' A c n.0 d 07 U' ).66 900.58'. 0 GARFLR 05.69 Y N v) (n 0) Q 90524 : C\ U 0 N Q 900.66 905.49 .. �SOr4)s''•. 0.\\ L d Q TOE 30F73 Ca ;•d.. x91982 g N 91!.44 901.86 N 9,005.54 ': 91131 T O to E 'a to 908.07 Q T U o .:902.84 4 03 30s14 F 90481 9 6 42`Ol O O 90S .• L O V Q -' x910.50 • - 0344 - 06.19. 910.99 911.06' �p E 904.61 904.14 "• 903 68 9 4 13 : 904950 4 906 Ie x '. ;. x 904.43 TOE : I.S. 90608' 04,34T 904,87 N 904.03 -. o 04.4 BIT905.76CA 9 x 911). Qi om .Co Or 945` x'':TOE } o /m 910 62 1ucj90477 ' 910,64 W W o GARFLR = oN� 4� 90378., f/1 0 Q W o ^ 9995 90468 x911488 v` ` TOE IVi !!M Z m °\ 9 5.64 904.54 X 03,65 G i 903.58 904.27 902.30 ' x 900 C., xTOE 91923'. .' x i W Q 06 90377 910,24 C7 '• 905, ...........90386 •` ._ :. :0 a = Z o o ` 90177 .. ..................... ...... EOF 'TOE 01 ............. =i X9112.63' : Ci TOE q 909,54 90 p9"I \N OR 909.49 N xTOE68. NEIL KLINGELHUTZ 48 ., 8; ``E9005 9731 Meadowlark Ln x90219 .. '': TOE; Chanhassen, MN 55317 4_. 9p305 E7. 20\t '.908.90 E x 5 902.... 8`t 9o1s1 4oe.aa q2 PHONE: (612) 685-5580 70°� xTOE HYD TNR 0 Ol q0 S2q1 902.9 q° - 7-61'x TBE 90 EOF 904.45 t0 x_90362 ry _ x902. TOC (�ro0, qA. �6, 6Y, EB\F 5''•,..', _ .. a 900 0\t 0gp EXISTING WETLAND Ex EXIST PROP 2 -YR 901.49 899.41 10 -YR 902.51 899.74 100 -YR 903.30 900.09 100 -YR 8-B 904.76 901.11 SNOWMELT 903.87 899.87 qpi 84 1 p5t ' DEPRESSED AREA #1 DA1 EXIST I PROP 2 -YR 901.49 901.33 10 -YR 902.51 901.74 100 -YR 903.29 902.11 100 -YR B -B 904.47 903.28 SNOWMELT 903.87 901.89 SALVAGE EXISTING WEILAND ORGANIC MATERIALS PRIOR TO GRADING WETLAND. RESPREAD MATERIAL TO MIN. 0.8 -FT THICKNESS TO ACHIEVE FINAL ELEVATIONS SHOWN. USE BWSR MIX W5 ® 8 LBS/ACRE TO SEED AND IMMEDIATELY MULCH WITH WEED -FREE STRAW AT 1.5 TONS/ACRE. MULCH SHALL BE ANCHORED WITH A STRAIGH-SET DISC. SITE PLANNING 8 ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-6210 FAX: (651)361-6701 NORTH 4 0 25 50� 11NCH= 50 FEET C1.1 EROSION CONTROL PLAN City of Chanhassen, Minnesota GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One -Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the Interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right-of-way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4 -foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. LEGEND '�} Existing Well co, Utility Pole ® Utility Box © Cable Box © Telephone Box Q Existing Sanitary Sewer Manhole Q$ Proposed Sanitary Sewer Manhole OU Existing Storm Manhole/Catch Basin GProposed Storm Manhole/Catch Basin GV N Existing Gate Valve GV O U Proposed Gate Valve o Existing Hydrant x Proposed Hydrant , Existing Apron ..'._ ----' .....892.......... T' .. ......... .. _ \ .....�94.. ):• •. .......1. .. �... APP OX TOF......................................._^.....898 do ....OF`BCUFF .......'.. �d 9pi ... I.... ,: � . '' : is ' ................... �. 00 /:' 00 ;':':'�/::'':'i�`• Y7 •...•.898 .. ..... ... ........ .....910•...... .•_ ..8g�". 1 ......9 6. .9 .� ................................... � ..... I .... ,._" 02 •.....,. ,., "... '.....f` '..: •.., '. \ \ I ............_............^ 1a........... I o.. `... s:. I• `.. I ................ r 1: 1 '� '.%:` r• •ViM 900'` / �: 1 ' ,,....... .. ..................................'9 8....... I�• •':,.'..`... : 908. 30 BLUFF......... I 9 SETBACK i..`.. O8. GRADING a EROSION CONTROL NOTES 1 y 9 F >,z 91 TING ia& ',I 974. I I An NPDES permit is required for construction. Permit is to remain on-site at / i / i . ,'N SHOUSE I I I ry all times. / 4i'ry (... to t i >..... (TO REMAIN) 'lee i rn Provide rock construction entrance at all locations where construction traffic ;1 %�:' m' 1 "92 `,, "1 .. enters onto existing bituminous roadways. ,..�` :�. The Owner and Contractor will oversee and be responsible for implementationY 14 1 I a I of <v of SWPPP, and will be responsible for erosion control measures on-site until ,:' ;�'� 1:' : i� -. T : 1 ° 1 � � I .••'-• I 1 final stabilization has been achieved and a Notice of Termination (NOT) has;F been filed with the MPCA. The Contractor and Owner shall make available to ..886' the City and Carver County Water Management a list of contacts to be I t notified if repairs and/or maintenance to site erosion control measures are ;� ,r' .� .. ., ' ' :i ...� _ required. 0� t :D 90!` �.. ': o`. 1. L i aN I`fli I 1( O K 1 All BMPs must be maintained with proper function until all site work has been I a QXIST E completed and site has undergone final stabilization. H t �" :I •Q 1 :�gZ&I' I SE n1 I OU Contractor to provide designated concrete truck washout area with appropriate •.�'. '��1 � signage. Washout area is to be a minimum of 50• from storm drains, \1. 11•`E j 1 I ditches, ponds, or other stormwater features. All liquid and solid waste generated by concrete washout operations must be contained in a leak -proof containment facility or impermeable liner (e.g. compacted clay liner. impermeable geo-membrane). After waste concrete is set, break-up and dispose of properly. Contractor to provide topsoil stockpiles at location designated by owner. i ;`� �.. i "'•.,� �\ Place stockpiles as for from drainageways as possible. Provide silt fence at downstream side of stockpile locations. If stockpile is to be inplace longer than 7 days, provide seed and mulch. -� Ik � car I � „� i•� ) \ I An sediment reaching a public or private road shall be removed b street 9 P P Y .1 I Y T \ cleaningnot flushing) before the end of each work day. ( 9) OUSE L I N \ H w 2 After paving, street sweeping and scraping is required for proposed parking lot a t• ii r s j o \ and for any tracked sediment onto adjacent streets. All tracked soils must x I 1 : I 1 be swept within 24 hours. - - d I : I t ': .9 .. 9'.I P rn I r ?� .. . 's l All select compact fill to be compacted 95% (optimum) modified proctor. a. F ,I Turf areas) to be seeded within 14 days after completion of rough grading. : °. ° '',_� IL�� R i i 92s Protect stormwater management features during all phases of construction. -::, i n i' N •' Features to be constructed at end of project only after stabilization of I L `. I' r� N .b m .o m upstream drainage areas. i jl` ,� - `� `�`'• `,9 / }hJ�� O ALSO SEE SHEET C3, STORM WATER POLLUTION PREVENTION PLAN, > ` :. _ I19 I 9a . F(1R AnDITIONAI SITF SFOtJFNCING AND EROSION CONTROL MEASURES. I. i i - �� `' '� 8?d. DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROD. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 > Z U t- u Q l- W J J W = 3 W W W Existing Storm Sewer J/ Storm Sewer EXTEND RIP -RAP TO W 2 Z W i _J = =)a. O N � N N ��— w d U020 O U 0 o v o N , N mo 0_ Z Z ....:' LU WaWg� D I 0ce�'rn,. of N : --�—� Proposed Heavy -Duty Silt Fence........ 'I. . .. / --_-- — — — — — e`9 o w2W3: . I n / ;• / x rn I > O Z O Wood Fiber Blanket UJ F o of 0 �n 0 � 44 I '906 900•;'• 0 N N Cl) ..•;.......•910......: Enkamat (or other Engineer d Eat m cc > E � Co m v .• a � @ c co O mL�0 may N Z > coat i -;. ,, r • ' •. v/ Vx �/1 @ •i7t C at c C — - J J W = 3 W W W Existing Storm Sewer J/ Storm Sewer EXTEND RIP -RAP TO M it m `o Z Z c d � O - O N � N N ��— w d Q O o Y a.Q o o o v o N -E E M 3 5'a`t�`-° 7 u� mo I. I 9` ate- v' L 0 D I 0ce�'rn,. of N : --�—� Proposed Heavy -Duty Silt Fence........ 'I. . .. > Existing Sanitary Sewer/ i -;. ,, r • ' •. v/ Vx to - W = V W Existing Storm Sewer J/ Storm Sewer EXTEND RIP -RAP TO 0 Z Z / , i 9, _�.. O aN ��— Proposed O QM o W 889.0 ELEVATION I. I 9` ate- Proposed Tree Protection Fence I :` I n of N : --�—� Proposed Heavy -Duty Silt Fence........ 'I. . .. / --_-- — — — — — Proposed Retaining Wall . .. .. I. . . I n / ;• / x Existing Fence I Wood Fiber Blanket I , I Enkamat (or other Engineer approved turf reinforcement mat) C N co Catch Basin Sediment Trap , I I meq: to o o k EXIST eq HOUSE I , '.... .......................... .924' `+.... ' ......L....... LEC. BOX _.... #I I \ N � EXIST HOUSE / STRUCTURE INSTALLAT ROCK CONSTRUCTION ENTI (75 FT. LENGTH MINIMUM) ®VA MW; EXIST HOUSE I...... tAO• HW RS EDGi DRQ t Y. m 0 : 1 V00 . ° PROVIDE CATCH BASIN SEDIMENT TRAP FOR ALL STRUCTURES IN WATERS EDGE ROAD THAT WILL RECEIVE RUN-OFF DURING CONSTRUCTION ACTIVITIES (TYP) CA � to W = a W J Z Z W O IMZ U O QM o W CD NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 NORTH 4 0 25 50 1 INCH= 50 FEET C1.2 �1 Exist 6" Water CUT -IN NEW 8" X 4" WYE W/ 5' RISER AT STA 0+49 MAIN INV: 883.6± 43'-4" PVC ® 2.08% END INV: 889.5± CONNECT TO EXISTING MANHOLE WITH INSIDE DROP AT INV 900.0 (FIELD VERIFY) SEE SHEET C2.2 FOR ADDITIONAL NOTES AND LEGEND DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 a*�� j I ,\ j T E t M 1 VERIFY TERMINATION POINT EXIS x- L________________________�110D o o m WITH PROPERTY OWNER TING SANK E t u = P (LOT 1 BLOCK 1 ONLY) SER VCE ARY °n c o m O N 0 3 ate' p) O Z NEW HYDRANT AND n , $ @ c N Ci i GATE VALVE � mac' J o ------------------------- �J L------------------------------------------------------------- I N N F- 3 11.1 W X X.. W r------------------------� Q� = EXISTING WELL I Wn �L®CK .3I a Q)) 0 0 CO -11.25' BEND (VERIFY WITH OWNER IF TO REMAIN OR 0 25 50 1 iO C .N �° L N a' Q F� BE ABANDONED — IF TO BE ABANDONED, I C CgRysT FOLLOW APPLICABLE CODES) — w ` d'0-0 $ Q CF 1 INCH= 50 FEET I I I ' .�' y N ': h co LO .. tioG sT O�SF d W e b e SFSANITARYCONNECTION Q ♦a .e .. a :e a0 64.. 1 — �-- REMOVE AND SALVAGE EXISTING HYDRANT AND CONNECT TO HOR 1:50 EXISTING 6" STUB W/ 6"-45' BEND VERT 1 5 - (LEAVE EXISTING VALVE IN PLACE) a z CA m � y .......... .......... _...... ......... n = w EE LA — — — APPLE TR HE W Z J� .......... . �� W+®� as _ o 925 �'�;� 925 � H Z W ALE- .... .... a ..._. .............. .. IM RT..3:5- ... .. — ........ ...... a s z 920 _d, ......_ _..... .. - 920 -Al ..... ... ...... .............................. ....... ..... ... . _. .... i _. INV 900.00.... ........ .. ..... ._. i CONNECT ITO EXISTING MANHOLE WITH INSIDE DROP (SEE DETAIL). _ ........ ........ . NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C2.1 o, o .... ... ....... �n - -.* .... .. .. Oa. m ...... ... _ _ 3.0_(A� 915 . .. . .. _ z _ - .. - ....: _. .... __.. _ .._........_�� .. .... _ ..... ...... .. .. __ _.. 2M i f0 .p0 ......... _... ... ... _... _.... .. W+N. .'..._N :t. CVo)Zp _ .. .� .. .. .. .. .. .. .. .. .. .. ......... _. Ali. NOm? a ^Ol ........ ... ..._. ...-.... .. ....._... ._ ........ ...._. Qm> r .. _.....- ......_ ........ ........ ... ...... -. ...... ..._ .. 925 ........ _..__..._.. _.. _.... .. ...� Z<�> ._.%OVER . ......._. ... ....... _........... ...._. ........ ._. _.... _.._. _........ .. _.....I _...... ....._-__. ./_ ..... ... ...... .............................. ....... ..... ... . _. .... i _. INV 900.00.... ........ .. ..... ._. i CONNECT ITO EXISTING MANHOLE WITH INSIDE DROP (SEE DETAIL). _ ........ ........ . NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C2.1 o, _ . Oa. 915 ..... _. ..... _.. .. .._ ..............._ ... .... _.. _. N� _ _ W. _ z _ - .. - ....: _. .... __.. _ .._........_�� .. .... _ ..... .I-.�.- v.�... _. _ .. _.. _ . _.. -.. _. _ 915 ........ _..__..._.. _.. _.... .. ...� _.... .... _..... ._.%OVER . ......._. ... ....... _........... ...._. ........ ._. _.... _.._. _........ .. _.....I _...... ....._-__. ./_ 91 0 ROUND................... .......... 91 0 P II FINISHED GROU D _.... ...__....... ..... ........ .. LI __...LI...... II ...... ...-. _..... ._.... ___.. ... ... _... _. _. ._._. OVER PIPE __ _._. _.... ..... ... .. ...... _... _. .. .... _. ..... ...... ..... i.;.... _.•� EXISTI ..6r..... ............_ . ....._. .......... 9 0 5 go MAIN 26 . .... .. ._.. ...... .... _. _,..... -._ .. ... 1 96% ..... ... .. .............. ...... 20 LF I ..O i i 223 LF 1.88X 9 o o _...... _..._ .....�'"DIP..... qnn ..... ... ...... .............................. ....... ..... ... . _. .... i _. INV 900.00.... ........ .. ..... ._. i CONNECT ITO EXISTING MANHOLE WITH INSIDE DROP (SEE DETAIL). _ ........ ........ . NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C2.1 TRANSITION TO 8618 CURB AND GUTTER AT CATCH BASIN (TYP) PROPOSED STREET SIGN - (SEE DETAIL) END CURB W/ 3' BEAVER TAIL AND MATCH INTO EXISTING CONCRETE APRON I I I I I 1 I I I I I I I I I I n I I I I I I n I 4 I I I I � 6 I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I1 I 1 I i —_J L_____________� �____________J fl BLOCK 1 2 J 1 W / 2+00 3+ --------------SEE TYPICAL cgFr�ST RESIDENTAIL STREET I R4fl- SECTION DETAIL WIDEN STREET TO MATCH INTO EXIXTING CONCRETE APRON ASO v1 ' BLOCK 2 ---------- -. RETAINING WALL (SEE GRADING PLAN) PROPOSED STREET LIGHT LOCATIONAIL W/ CITY)IFY 1 SURMOUNTABLE C RB AND GUTTER ( tiO ljsr d O & 25 50 0� APPLE TREE LANE 11NCH= 50 FEET SCA ...._....._ g. .... ® ❑ _...__........._ g. __.... ..__ _....._.........._......._... 04 , _� ___........ _",_ N HOR`1:50 VERT 1:5 .__._ ..___._. > ...II_...._ _... ._...._ m Existing Apron D Existing Apron o o of N a •. . __. _. ........_. ....... -. _..__...... .............. ... - -IL. _.n.. .._ _. ...... _...._ ¢ _..W.... ... ... ............ .............. N 930 05 905 NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. WATERMAIN NOTES Existing watermain location and size shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Watermain shall be 6" ductile iron pipe (DIP) class 52. An approved plastic film wrap is required on all DIP pipe. Water services shall be 1" copper type K, except for services to Lots 1 and 2, which shall be 1-1/4" copper type K. Hydrants shall be Waterous Pacer WB 67 or Mueller Super Centurion 250. Place hydrants 5' from back of curb. Provide preformed insulation, PPG Foamglass, or approved equal where sanitary sewer or storm sewer crosses within 18" of watermain. See Detail 1005 for typical water service installation. SANITARY SEWER NOTES Existing sanitary sewer location, size, and elevation shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Sanitary sewer service pipe and fittings, including wyes, shall be 4" PVC SDR 26 minimum and shall be stationed from the downstream manhole. Service locations shall be verified in the field prior to any installations. Notify affected property owners a minimum of (7) days before mobilizing to complete the sanitary sewer connection. See Detail 2001 for typical sanitary sewer service installation STORM SEWER NOTES Field verify size, elevation, and location of existing storm sewer and notify engineer of any discrepancies prior to any installations. Storm sewer shall be Reinforced Concrete Pipe (RCP) with R-4 gaskets or, if allowed by City, HDPE pipe may be used. (See plan for locations where RCP is required.) HDPE pipe shall meet the requirements of AASHTO M294, Type S with watertight connections. Use sand/granular material for backfilling and compaction of HDPE pipe in accordance with the requirements of ASTM 2321. CURB & BITUMINOUS NOTES Removal and disposal of existing street materials as required for construction is considered incidental. Backfilling of curb is incidental to curb installation. Use traffic control measures in accordance with the Minnesota Manual of Uniform Traffic Control Devices (MMUTCD) as necessary whenever grading, utility, or paving operation encroach onto adjacent streets or public right—of—way. Restore disturbed street to existing or better section. Saw—cut existing bituminous and concrete curb to provide butt—joint. LEGEND SS _.....,.._ ___ ..._........_ ...._....._ g. .... ..._.__........__..... ® ❑ _...__........._ GV __.... ..__ _....._.........._......._... _.._ ___........ _",_ N .N. .__._ ..___._. > ...II_...._ _... ._...._ _._...._.. >— Existing Apron D Existing Apron ._. .' o of ..__. a •. . __. _. ........_. ....... -. _..__...... .............. ... - -IL. _.n.. .._ _. ...... _...._ ¢ _..W.... ... ... ............ .............. N 925 v $c�- ___ w dra __ W V a __ _ __ 925 n ° s N S Sa S ROPOSEO FI ISHED .... _. a .. o- -. _ 9. .GRADE_ . % 4z ..... 920 EXISTING rt GRADE GROUND..._ _ .. ... 920 _0.8 i 9 __ _ _ _ _ __ _ 915 05 905 NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. WATERMAIN NOTES Existing watermain location and size shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Watermain shall be 6" ductile iron pipe (DIP) class 52. An approved plastic film wrap is required on all DIP pipe. Water services shall be 1" copper type K, except for services to Lots 1 and 2, which shall be 1-1/4" copper type K. Hydrants shall be Waterous Pacer WB 67 or Mueller Super Centurion 250. Place hydrants 5' from back of curb. Provide preformed insulation, PPG Foamglass, or approved equal where sanitary sewer or storm sewer crosses within 18" of watermain. See Detail 1005 for typical water service installation. SANITARY SEWER NOTES Existing sanitary sewer location, size, and elevation shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Sanitary sewer service pipe and fittings, including wyes, shall be 4" PVC SDR 26 minimum and shall be stationed from the downstream manhole. Service locations shall be verified in the field prior to any installations. Notify affected property owners a minimum of (7) days before mobilizing to complete the sanitary sewer connection. See Detail 2001 for typical sanitary sewer service installation STORM SEWER NOTES Field verify size, elevation, and location of existing storm sewer and notify engineer of any discrepancies prior to any installations. Storm sewer shall be Reinforced Concrete Pipe (RCP) with R-4 gaskets or, if allowed by City, HDPE pipe may be used. (See plan for locations where RCP is required.) HDPE pipe shall meet the requirements of AASHTO M294, Type S with watertight connections. Use sand/granular material for backfilling and compaction of HDPE pipe in accordance with the requirements of ASTM 2321. CURB & BITUMINOUS NOTES Removal and disposal of existing street materials as required for construction is considered incidental. Backfilling of curb is incidental to curb installation. Use traffic control measures in accordance with the Minnesota Manual of Uniform Traffic Control Devices (MMUTCD) as necessary whenever grading, utility, or paving operation encroach onto adjacent streets or public right—of—way. Restore disturbed street to existing or better section. Saw—cut existing bituminous and concrete curb to provide butt—joint. LEGEND SS Existing Sanitary Sewer Manhole Q$ Proposed Sanitary Sewer Manhole Op Existing Storm Manhole/Catch Basin ® ❑ Proposed Storm Manhole/Catch Basin GV Telephone Box N Existing Gate Valve Existing Watermain NA W Proposed Gate Valve > Existing Hydrant v a m c Proposed Hydrant >— Existing Apron D Existing Apron O STY - QO x O,q. CEHEOR v GUT / —X80'65_' \1 CUL-DE-SAC DETAIL 1:30 SCALE CUT-OUT BACK OF ; CURB TO ALLOW _ > DRAINAGE TO SPILL TO APRON XT 0�9 , _4P&L - — ® 1+ .44 19.00 HIGH PT EBI�O .60 C LIT 918.53 ` 8.75 E NC BI Bs r ENTRANCE DETAIL 1:30 SCALE DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 d E m rrn Existing Well co Utility Pole © Utility Box © Cable Box Telephone Box oHw Overhead Wire Existing Watermain I Proposed Watermain > Existing Sanitary Sewer v a m c Proposed Sanitary Sewer >— N r 3:9 W Existing Storm Sewer J Proposed Storm Sewer x Existing Fence a Proposed Retaining Wall QO x O,q. CEHEOR v GUT / —X80'65_' \1 CUL-DE-SAC DETAIL 1:30 SCALE CUT-OUT BACK OF ; CURB TO ALLOW _ > DRAINAGE TO SPILL TO APRON XT 0�9 , _4P&L - — ® 1+ .44 19.00 HIGH PT EBI�O .60 C LIT 918.53 ` 8.75 E NC BI Bs r ENTRANCE DETAIL 1:30 SCALE DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 d E m rrn C 111- co a E w Cl) � d d c 7 CO - o Z v a m c CU N r 3:9 W W J � Zr C a a _ y N Q CD � (L ¢ o > N U) N 'CES% v $c�- w dra L 0 V coo C 111- a w = W oLu �w eo a z0 C a a = dc Q C5 NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWE ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C2.2 GALVANIZED GRATE (SEE DETAIL 3109 FOR GALVANIZED GRATE) ELEV = 905.40 TOP OF WEIR WALL ELEV 905.40 5" 0 ORIFICE - INV 901.50 NWL = 901.50 INLET PIPE SEE PLAN ELEV = 905.90 OUTLET PIPE SEE PLAN 15" PIPE INV 899.25 FILL W/ CONCRETE 15" PIPE INV 898.00 BOTTOM INV 898.00 SKIMMER STRUCTURE W/ WEIR POND (NOT TO SCALE) SEE SHEET C2.2 FOR ADDITIONAL NOTES AND LEGEND DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. \ • C.G.S. 08-1227 REMOVE EXISTING STORM SEWER ANQ 3 \ "r7� �� ORIGINAL DATE: APRON AND REPLACE WITH PIPE AS SHOWN n w}QP I I MAY 4, 2009 (RESTORE DISTURBED SOD, FENCE, ETC. 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"..P Existing (To e remov e ... d) ....... .................... .... _ ... 78 RCP O 93X 11 -- ______---- - 79' 15" PIPE 1 RC APRON ............ _... ................ ....... .. ........ _ .... .... ......... ... ..... ............. ...._ . ......, ... .. 8 __ =15" PIPE 64!-15- PI E _ 03 233 S...P1PE m-0,3,_.._ A/ TkASI-IGUARD __ __ .............INV .. .......... ......... ....... .... ... . ......--..... ......... _.... .. _..........,... ._.... _ ..... ..... 0 032% -00.32 _ - 143'...15 PI DE O 0 32X ......_ 898.00 - .._ _................... _ .. _ _. _ _...,. .. ........ _......... .._ _... _ . ......... ... ... ... . ..... .... ....._ _. ........... _ .. - .._ 24.".. W/ C..APRON . GUARD 145 -4 PIPE O 0.32X _ .............. _ ...._MH 7 (0-48 - MH ) _ $_(91_.48 ) .... .......... ..... 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Go a O Ci r y U Z y � CA a w tL Cb Gb _ i 1�CA o w Z N as Q g 2 aO Q Z = Q IN co Q m CD NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING 8 ENGINEERING PLOWS ENGINEERING INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C2.3' APPLE TREE ESTATES STORM WATER POLLUTION PREVENTION PIAN (SWPPPI Clpl M CMaMiassen, Minnesota GENERAL EROSION AND SEDIMENT CONTROL INSPECTIONS AND MAINTENANCE 1• The Permittee(s) (either the owner or operator) must routinely inspect the construction site once every seven (7) days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. 2. All inspections and maintenance conducted during construction must be recorded in writing and these records must be retained with the SWPPP in accordance with RECORD DETENTION. Records of each inspection and maintenance activity shall include: shall include: a. Date and time inspections; b. Name of person(s) conducting inspections; c. Findings of inspections, including recommendations for corrective actions; d. Corrective actions taken (including dates, times, and party completing maintenance activities); e. Date and amount of rainfall events greater than 1/2 inch (0.5 inches) in 24 hours; and f. Documentation of changes made to the SWPPP. 3. Where parts of the construction site have undergone final stabilization, but work remains on other parts of the site, inspections of the stabilized areas may be reduced to once per month. Where work has been suspended due to frozen ground conditions, the required inspections and maintenance must take place as soon as runoff occurs at the site or prior to resuming construction, whichever comes first. 4. All erosion prevention and sediment control BMPs must be inspected to ensure integrity and effectiveness. All nonfunctional BMPs must be repaired, replaced, or supplemented with functional BMPs. The Permitee(s) must investigate and comply with the following inspection and maintenance requirements: a. All silt fences must be repaired, replaced, or supplemented when they become nonfunctional (develop tears, detach from posts, post become dislodged from ground, etc.) or the sediment reaches 1/3 of the height of the fence. These repairs must be made within 24 hours of discovery, or as soon as the field conditions allow access. b. Temporary and permanent sedimentation ponds must be drained and the sediment removed when the depth of the sediment collected in the basin reaches 1/2 the storage volume. Drainage and removal must be completed within 72 hours of discovery or as soon as field conditions allow access. c. Surface waters, including drainage ditches and conveyance systems, must be inspected for evidence of sediment being deposited by erosion. The Permitee(s) must remove all deltas and sediment deposited in surface waters, including drainage ways, catch basins, and other drainage systems, and restabilize the areas where sediment removal results in exposed soil. The removal and stabilization must take place within seven (7) days of discovery unless precluded by legal, regulatory, or physical access constraints. The Permitee shall use all reasonable efforts to obtain access. If precluded, removal and stabilization must take place within seven (7) calendar days of obtaining access. The Permitee is responsible for contacting all local, regional state and federal authorities and receiving any applicable permits, prior to conducting any work. d. Construction site vehicle exit locations must be inspected for evidence off-site sediment tracking onto paved surfaces. Tracked sediment must be removed from all off-site paved surfaces, within 24 hours of discovery, or if applicable, within a shorter time. e• The Permittee(s) are responsible for the operation and maintenance of temporary and permanent water quality management BMPs, as well as all erosion prevention and sediment control BMPs, for the duration of the construction work at the site. The Permittee(s) are responsible until another Permitee has assumed control over areas of the site that have not been finally stabilized or the site has undergone final stabilization, and a Notice of Termination has been submitted to the MPCA (see TERMINATION OF COVERAGE). f. If sediment escapes the construction site, off-site accumulations must be removed in a manner and at a frequency sufficient to minimize off-site impacts (e.g., fugitive sediment in streets could be washed into storm sewers by the next rain and/or pose a safety hazard to users of public streets). 5. All infiltration areas must be inspected to ensure that no sediment from ongoing construction activities is reaching the infiltration area and these areas are protected from compaction due to construction equipment driving across the infiltration area. POLLUTION PREVENTION MANAGEMENT MEASURES The Permitee(s) shall implement the following pollution prevention management measures on the site: 1. Solid Waste: Collected sediment, asphalt and concrete millings, floating debris, paper, plastic, fabric, construction and demolition debris and other wastes must be disposed of properly and must comply with MPCA disposal requirements. 2. Hazardous Materials: Oil, gasoline, paint and any hazardous substances must be properly stored, including secondary containment, to prevent spills, leaks or other discharge. Restricted access to storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste must be in compliance with MPCA regulations. 3. External washing of trucks and other construction vehicle must be limited to a defined area of the site. Runoff must be contained and waste properly disposed of. No engine degreasing is allowed on site. DEWATERING AND BASIN DRAINING 1. Dewatering or basin draining (e.g., pumped discharges, trench/ditch cuts for drainage) related to the construction activity that may have turbid or sediment laden discharge water must be discharged to a temporary or permanent sedimentation basin on the project site whenever possible. If the water cannot be discharged to a sedimentation basin prior to entering the surface water, it must treated with the appropriate BMP, such that the discharge does not adversely affect the receiving water or downstream landowners. The Permittee(s) must ensure that discharge points are adequately protected from erosion and scour. The discharge must be dispersed over natural rock riprop, sand bags, plastic sheeting or other accepted energy dissipation measures. Adequate sedimentation control measures are required for discharge water that contains suspended solids. 2. All water from dewatering or basin draining activities must be discharged in a manner that does not cause nuisance conditions, erosion in receiving channels or on downslope properties, or inundation in wetlands causing significant adverse impact to the wetland. AMENDMENTS TO SWPPP The Permittee(s) must amend the SWPPP as necessary to include additional requirements, such as additional or modified BMPs, designed to correct problems identified or address situations whenever: 1. There is a change in design, construction, operation, maintenance, weather or season conditions that has a significant effect on the discharge of pollutants to surface waters or underground waters; 2. Inspections or investigations by site operators, local, state or federal officials indicate the SWPPP is not effective in eliminating or significantly minimizing the discharge of pollutants to surface waters or underground waters or that the discharges are causing water quality standard exceedances, or J. The SWPPP is not achieving the general objectives of controlling pollutants in storm water discharges associated with construction activity, or the SWPPP is not consistent with the terms and conditions of this permit. 4. At any time after permit coverage is effective, the MPCA may determine that the project's storm water discharges may cause, have reasonable potential to cause, or contribute to non -attainment of any applicable water quality standard. If MPCA makes such a determination, the MPCA will notify the Permittee(s) in writing. In response, the Permittee(s) must develop a supplemental BMP action plan or appropriate SWPPP amendments describing SWPPP modifications to address the identified concerns and submit information requested by the MPCA, which may include an individual permit application. If MPCA's written notification requires a response, failure to respond within the specified timeframe constitutes a permit violation. FINAL STABILIZATION The Permitee(s) must ensure final stabilization of the site. The Permitee(s) must submit a Notice of Termination within 30 days after final stabilization is complete, or another owner/operator (Permittee) has assumed control over all areas of the site that have not undergone final stabilization. Final stabilization can be achieved in one of the following ways: 1. All soil disturbing at the site have been completed and all soils must be stabilized by a uniform perennial vegetative cover with a density of 70 percent over the entire previous surface area, or other equivalent means necessary to prevent soil failure under erosive conditions and; a. All drainage ditches, constructed to drain water from the site after construction is complete, must be stabilized to preclude erosion; b. All temporary synthetic, and structural erosion prevention and sediment control Best Management Plans (such as silt fence) must be removed as part of the site final stabilization; and c. The Permitee(s) must clean out all sediment from conveyances and from temporary sedimentation basins that are to be used as permanent water quality management basins. Sediment must be stabilized to prevent it from being washed back into the basin, conveyance and drainage ways discharging off-site or to surface waters. The clean out of permanent basins must be sufficient to return the basin to design capacity. 2. For residential construction only, final stabilization has been achieved when temporary erosion protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the Permitee must distribute the MPCA "homeowner fact sheet" to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. RECORD DETENTION The SWPPP, all changes to it, and inspections and maintenance records must be kept at the site during construction by the Permitee who has operational control of that potion of the site. The SWPPP can be kept in either the field office of in an on-site vehicle. All owner(s) must keep the SWPPP, along with the following additional records, on file for three (3) years after submitted of the NOT as outlined in TERMINATION OF COVERAGE. This does not include any records after submittal of the NOT. 1. Any other permits required for the project; 2. Records of all inspection and maintenance conducted during construction 3. All permanent operation and maintenance agreements that have been implemented, including all right of way, contracts, covenants, and other binding requirements regarding perpetual maintenance; and 4. All required calculations for design of the temporary and permanent storm water management systems. TERMINATION OF COVERAGE 1. Permittee(s) wishing to terminate coverage under this permit must submit a Notice of Termination (NOT) to the MPCA. Compliance with the permit is required until a NOT is submitted. The Permittee(s) authorization to discharge under this permit terminates at midnight of the day the NOT is signed. 2. All Permittee(s) must submit a NOT within thirty (30) days after one or more of the following conditions have been met: a. Final Stabilization has been achieved on all portions of the site for which the Permitee is responsible (including the removal of all temporary erosion control measures such as silt fence, and if applicable, returning agricultural land to its pre construction agricultural use); b• Another owner/operator (Permitee) has assumed control according to Part II.B.5 of MPCA Permit No. MN R100001 over all areas of the site that have not been finally stabilized; or c. For residential construction only, temporary erosion protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the Permitee must distribute the MPCA's "homeowner factsheet" to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. SITE SPECIFIC EROSION AND SEDIMENT CONTROL SITE DESCRIPTION A) PROJECT NAME: Apple Tree Estates B) PROJECT LOCATION, 8600 Edgewater Drive (Chanhassen, MN) C) PROJECT DESCRIPTION: The project will consist of the construction of a new public street (cul-de-sac), public utilities, and stormwater facilities. Seven single-family lots will be created - one lot will contain an existing home (to remain) and the remaining lots will be graded for home construction. Soil disturbing activities will include: installation of a rock construction entrance; installation of silt fence where surface run-off leaves site; site grading; storm sewer, watermaln, and sanitary sewer Installation; building construction including foundation excavation; curb and street construction; and preparation for turf restoration. D) SITE AREAS: BEFORE CONSTRUCTION AFTER CONSTRUCTION TOTAL SITE AREA 7.4 ACRES TOTAL ESTIMATED IMPERVIOUS 0.6 ACRES 1.4 ACRES TOTAL ESTIMATED PERVIOUS 6.6 ACRES 6.0 ACRES E) TOTAL DISTURBED AREA: 3.50 ACRES F) RECEIVING WATERS NAME OF WATER BODY TYPE OF WATER BODY SPECIAL WATER? IMPAIRED WATERY UNNAMED WETLAND WETLAND NO NO UNNAMED POND POND NO NO LAKE SUSAN LAKE NO YES *** *** Requires no additional BMPs or plan review by MPCA. G) SITE SEQUENCING OF GRADING AND EROSION CONTROL MEASURES: • Prior to any grading operations, the contractor shall Install a rock construction entrance and perimeter allt fence as shown on plan. (Contact City and Watershed to inspect erosion control measures prior to grading operations, if necessary.) Additional silt fence may be necessary If local conditions require. • Excavate ponding area and use as temporary sedimentation basins during construction activities. Upon site stabilization, remove sediment from basins and ensure depths and slopes as shown on the plan are achieved. • Perform site grading on an area -by -area basis to minimize uncompleted areas. As each area is completed, all exposed soils must have temporary erosion control protection or permanent cover according to the following time table: TYPE OF SLOPE TIME* Steeper than 3:1 7 days 10:1 to 3:1 7 days Flatter than 10:1 7 days (* Maximum time an area can remain open when the area is not actively being worked.) All sod, seed, mulch and fertilizer shall conform with the following MnDOT specifications as modified below. ITEM MnDOT SPECIFICATION/NOTES Sod 3878 Seed 3876 * For turf establishment MnDOT Mixture 260 (100 lbs/acre) -OR- MnDOT Mixture 270 (120 lbs/acre) ** For ponding areas (above NWL) MnDOT Mixture 350 (at 84 lbs/acre) Temporary Fall cover Spring/summer 1-2 years cover 2-5 years cover MnDOT Mixture 100B (100 lbs/acre) MnDOT Mixture 110 (at 100 lbs/acre) MnDOT Mixture 150 (at 40 lbs/acre) MnDOT Mixture 190 (at 60 lbs/acre) Wetland Restoration BWSR W5 (8 lbs/acre) Wetland Buffer MnDOT Mixture 325 (84 lbs/acre) and Wet Forbs (2 lbs/acre) Mulch 3882 (Type 1 - Disc Anchored) Fertilizer 3881 Wood Fiber Blanket 3885 (Category 2) ** To reduce weed establishment, mow 2 to 3 times (30 days apart) during the 1st year with the mower deck about 6" - 8" off the ground. Mow one time during the 2nd year before weeds set their seeds. Burn or mow once every 3-5 years following the initial 2 years of maintenance to remove dead plant material and stimulate new seed. * Mow a minimum of once per 2 weeks • All erosion and sediment control measure shown on the plans or implemented in the field shall be in accordance with the City and NPDES Phase Ii permit requirements, and the MPCA's "Protecting Water Quality in Urban Areas Best Management Practices for Minnesota." • Dewatering and/or basin draining discharge shall be directed to desimentation basins wherever possible. All dishcorge points shall be adequately protected from erosion and scour through the use of approved energy dissipation devices. • The contractor shall pay special attention to all adjacent property lines and make sure the erosion control practices inplace in those areas prevent migration of sediment onto adjacent properties. • Maintain silt fence, Including the removal of accumulated sediment, through completion of building construction. Silt fence to be removed only after completion of building construction and upon establishment of vegetation. • Provide wood fiber blanket for all areas of concentrated flow, all slopes 3:1 or greater, and where drainage swales enter stormwater features. • If any slopes appear to be failing, additional silt fence, biorolls and erosion control blanket shall be added as needed. • Provide temporary mulch over all pervious areas. • Final grade swale areas upon stabilization of upstream areas. • Sod all disturbed drainage areas, including swales, pond overflows, around storm sewer flared -end sections, and off-street catch basins. • Upon grading completion the contractor shall provide native topsoil, seed, and mulch anchored with a straight set disc within 48 hours of final grading. • Excess soil should be treated like other exposed soil and stabilized within 72 hours. Any soil stockpiles are to have silt fence placed on downstream sides. • Adjacent streets shall be kept clean of construction materials, dirt, and other undesirable materials. When materials or debris have washed/flowed onto adjacent streets, it is the Contractors responsibility to sweep/scrape streets as necessary or as directed by the City. CONTROL STRUCTURAL PRACTICES 1. Silt Fence - will be installed prior to any grading activities along the perimeter of those portions of the site which are downstream of storm water run-off. 2. Storm water Management - Storm water management will be provided via a proposed ponding basin. 3. Rock Construction Entrance - shall be used at all locations where construction vehicles leave site onto hard surface roads. 4. Storm Sewer Outlet Protection - including rip -rap and geotextile filter fabric shall be used at all pipe outlets to prevent site washouts. 5. Storm Sewer Inlet Protection - Inlet protection shall be provided around the new storm sewer structure inlets. 1. Construction Waste Materials - All waste materials generated as a result of site construction shall be collected and removed according to all local and/or state waste management regulations by a licensed solid waste management company. The contractor will ensure that all site personnel are instructed in these practices. 2. Hazardous Wastes - All hazardous waste materials shall be stored properly to prevent spills and vandalism. When necessary, hazardous wastes will be disposed of in the manner specified by local and/or state regulation or by the manufacturer. 3. Sanitary Waste - All sanitary waste will be collected from the portable units by a local, licensed water management company, as required by local regulation. 4. Offsite Vehicle Tracking - A rock construction entrance has been provided to help reduce vehicle tracking of sediments. The paved street adjacent to the site entrance shall be swept on an as -needed basis, or as determined by the City. Dump trucks hauling loose materials (sand, topsoil, etc.) to and/or from the site shall be covered with a tarpaulin. 5. Vehicle Cleaning - No engine degreasing is allowed on-site. External washing of vehicles to be confined to a defined area ("bone yard") on-site. Contractor to provide designated concrete truck washout area with appropriate signage. Washout area is to be a minimum of 50' from storm drains, ditches, ponds, or other stormwater features. All liquid and solid waste generated by concrete washout operations must be contained in a leak -proof containment facility or impermeable liner (e.g. compacted clay liner, impermeable geo-membrane). After waste concrete is set, break-up and dispose of properly. INSPECTIONS AND MAINTENANCE PROCEDURES (Also see 'Inspections and Maintenance" under "GENERAL EROSION AND SEDIMENT CONTROL) The following are the inspection and maintenance practices that will be used to maintain erosion and sediment controls. • All measures will be maintained in good working order; if a repair is necessary, it will be initiated within 24 hours or report. • A maintenance report will be made after each inspection. ITEM INSTALLATION INSPECTION & MAINTENANCE REMOVAL Silt Fence Prior to commencement of Inspect and maintain after each After tributary drainage 8600 Edgewater Rd earthwork operations rain event; remove sediments when areas is stabilized Chanhassen MN 55317 ,9 Phone: it has reached 1/3rd height E-mail: Rock Construction Prior to commencement of Inspect regularly; repair as needed Prior to paving Entrance earthwork operations C Fax: Temporary During earthwork operations Inspect and maintain after heavy During final grading Sedimentation Contact rainfalls; remove sediment as Basins 0))U needed Inlet Protection Within 24 hours of Inspect and maintain after each After tributary drainage Q installation rain event; clean/replace when 1/3 areas is stabilized 0 c E 3 Or_ m capacity is reached 6776 Lake Or Ste 100 Rip -Rap and Filter Within 24 hours of Inspect and maintain at least Permanent Fabric installation annually and after heavy rain Phone: (651) 361-8210 me $ v0 events Seed and Mulch After final grading Inspect and maintain after heavy Permanent operations rain events; replace wash-out areas immediately CONTACT INFORMATION Owner of the Site DESIGN BY: A.G. C.G.S. Aloysius Klingelhutz Primary E-mail: Contact Neal Klingelhutz Alternate Contact Name: 8600 Edgewater Rd d is c C. o Z Chanhassen MN 55317 ,9 Phone: klingelhutz3@msn.com E-mail: Fax: (612) 685-5580 Phone: -.1 32w� C Fax: Erosion Control Installer and Inspector Z 1X j O TBD Primary E-mail: Contact Alternate Contact E-mail: Phone: 0))U Phone: Fax: Fax: SWPPP Prepared by: Q O v •O o y Plowe Engineering, Inc. 0 c E 3 Or_ m 6776 Lake Or Ste 100 Q; - a Lino Lakes, MN 55014 w T Phone: (651) 361-8210 me $ v0 DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: C.G.S. PROJ. NO. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 O Lu 00 Z_ Q w W w I LL J Oa Za ag Q a Z FU)- F F_ Q LU F III Lu 0 o�Zg U w o wwLu ui O W Lu Lu N Z X U U a. Lu rn 0, rn m N N Q Em(D a m >, E a m m dM W a b3� d is c C. o Z , O Z n Lu EL m m m Lu a N m C �a C C J -.1 32w� C 2Z m Z m on Z 1X j O 1Q� Q v w �a ci 6 N 0))U W U OM .Lm o_ ,� Q O v •O o y 0 c E 3 Or_ m v Q; - a c w T me $ v0 NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C3 a Q W a b3� W O Z n Lu EL Lu a am N QO C 2Z 1Q = 1X j O 1Q� Q v w �a NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C3 (APPLE TREE ESTATES DETAILS City of Chanhassen, Minnesota NOTES: I. Shape of back of buttress w ti IY may very as long as poured 2L 1/2'BEND against firm undisturbed 90' BEND/TEE earth. 2. Dimension C1,C2,C3 should 92 be large enough to make B3 I angle O equal to or larger 6" than 45'. 3. Dimension AI,A2,A3 should V-5" be as large as possible V- without interfering with 1'-5" MJ halts. 4. 4 = 45' Minimum. 5. Place polyethylene between 12" concrete & pipe. 6. All bends & fittings shall 3 be restrained with Megalugs 17 thrust restraints or equal 3'-O" s - See note 4 PLAN 90' BENDS Variable -13' Min.F ICONCRETE SHALL BE IN CONTACT WITH - THIS0 UADRANT OF PIPE PLAN 45' BENDS G - See 1 SECTION A -A PLAN 22 1/2' BENDS CITYOF CONCRETE THRUST MSEN BLOCKING REVISED: 2-08 PUTS NO.: 1 OO2 ENGINEERING DEPARTMENT FILE NAME: G: ENC SPECS 1002 MINIMUM FEET OF RESTRAINED PIPE REQUIRED ON EACH SIDE OF BEND FOR DUCTILE IRON PIPE INCREASE MINIMUM LENGTHS BY THE FOLLOWING AMOUNTS IF PIPE IS WRAPPED IN POLYETHYLENE. 50% INCREASE ON ALL DEAD ENDS. 20% INCREASE ON ALL BENDS. BUTTRESS DIMENSIONS 7.0' COVER w ti IY PIPE 2L 1/2'BEND 45' BEND 90' BEND/TEE SIZE Bt p1 92 D2 B3 I D3 6" V-5" 1 1'-5" 1 V-5" V-5" 2'-1" V- 8. 1'-5" V-5" 2'-1" 1'-6" 2'-8" 2 12" 1'-10" 1'-10" 3'-4"4'-9" 3 8 17 16• 3'-O" 2'-0" 3'-10" 3'-0" 2 5 20" S-6" 2,-a" 5'-6' 3'-4" 1 25 g" 24" 4'-4" 3'-0" 6'-10" 3'-10 6 15 33 3 6 14 32 12" 4 PLAN 90' BENDS Variable -13' Min.F ICONCRETE SHALL BE IN CONTACT WITH - THIS0 UADRANT OF PIPE PLAN 45' BENDS G - See 1 SECTION A -A PLAN 22 1/2' BENDS CITYOF CONCRETE THRUST MSEN BLOCKING REVISED: 2-08 PUTS NO.: 1 OO2 ENGINEERING DEPARTMENT FILE NAME: G: ENC SPECS 1002 MINIMUM FEET OF RESTRAINED PIPE REQUIRED ON EACH SIDE OF BEND FOR DUCTILE IRON PIPE INCREASE MINIMUM LENGTHS BY THE FOLLOWING AMOUNTS IF PIPE IS WRAPPED IN POLYETHYLENE. 50% INCREASE ON ALL DEAD ENDS. 20% INCREASE ON ALL BENDS. THE TABLE WAS DEVELOPED FROM CRITERIA IDENTIFIED IN THE 1992 EDITION OF "THRUST RESTRAINT DESIGN FOR DUCTILE IRON PIPE", AS I RESEARCH ASSOCIATION DIPRA . PUBLISHED 8 Y THE DUCTILE IRON PPE ( ) THE TABLE ASSUMES COH-GRAN SOIL AND TYPE LAYING CONDITIONS. REFER TO DIPRA FOR MINIMUM LENGTHS IF DIFFERENT SOIL OR LATING CONDITIONS ARE ENCOUNTERED. CITYOF RESTRAINED PIPE MMSEN REQUDIPMENT REVISED: 2 -OB PLATE NO.: 1011 ENGINEERING OEPPRTIAENT FILE NAME: G. ENG SPECS 1011 r w 7.0' COVER w ti IY N 7.5' COVER `v u O i 8.0' COVER Sanitary Sewer PIPESIZE 1 22.5 45 . 90 DEAD END 22.5 45 90 " DEAD ENE) 22.5 45 90 DEAD END 4" 2 3 8 18 2 3 8 18 1 3 8 17 6" 2 5 12 26 2 5 11 25 2 1 4 11 1 25 g" 3 6 15 34 3 6 15 33 3 6 14 32 12" 4 9 22 50 4 9 21 48 4 8 20 46 16" 6 12 29 65 5 11 27 63 5 11 26 61 20" 7 15 35 80 7 14 34 77 6 13 32 75 24" 8 17 41 95 8 16 40 92 8 16 38 89 30" 10 21 1 50 1117 10 20 48 113 9 19 46 109 36" 12 24 1 59 1138 11 23 1 57 133 11 22 54 129 42" 13 28167 159 13 27 65 153 12 26 62 148 48" 15 31 75 179 14 30 72 173 14 29 69 167 THE TABLE WAS DEVELOPED FROM CRITERIA IDENTIFIED IN THE 1992 EDITION OF "THRUST RESTRAINT DESIGN FOR DUCTILE IRON PIPE", AS I RESEARCH ASSOCIATION DIPRA . PUBLISHED 8 Y THE DUCTILE IRON PPE ( ) THE TABLE ASSUMES COH-GRAN SOIL AND TYPE LAYING CONDITIONS. REFER TO DIPRA FOR MINIMUM LENGTHS IF DIFFERENT SOIL OR LATING CONDITIONS ARE ENCOUNTERED. CITYOF RESTRAINED PIPE MMSEN REQUDIPMENT REVISED: 2 -OB PLATE NO.: 1011 ENGINEERING OEPPRTIAENT FILE NAME: G. ENG SPECS 1011 Y FL W 0 6 m i ei � N Q W Z Y ¢ O S U U 1 O LYi a U p JFZ O .n jC x 0 v �a $ a /JUr r o Ft O W m i zo Y iw z �a 6 U� 3 a22 Q wa � mus y 6w� Y ��S rc O p i VI m' wQu N 35� a Zm 00> \ o 1 �saU Ha'- Qd N2�NJ tOwF2pa UW J UUOO-mw w 00- -M,a. cc Q W} WJ 2 V I O Z. 2 10 JT Cn2<F~Rp U OS-SZ�Y a1 iVNy J�awK� P., z aoJ J `Qa uj¢363iaa r._riri evi .o 0 Z CITYOF TYPICAL C�N�SSENHYDRANT INSTALLATION REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 1 004 FILE NAME: C ENG' SPECS 1004 CL PL r w Fence w ti IY N V) p < `v u O i a Sanitary Sewer > W W 0 W OJ U In e Y FL W 0 6 m i ei � N Q W Z Y ¢ O S U U 1 O LYi a U p JFZ O .n jC x 0 v �a $ a /JUr r o Ft O W m i zo Y iw z �a 6 U� 3 a22 Q wa � mus y 6w� Y ��S rc O p i VI m' wQu N 35� a Zm 00> \ o 1 �saU Ha'- Qd N2�NJ tOwF2pa UW J UUOO-mw w 00- -M,a. cc Q W} WJ 2 V I O Z. 2 10 JT Cn2<F~Rp U OS-SZ�Y a1 iVNy J�awK� P., z aoJ J `Qa uj¢363iaa r._riri evi .o 0 Z CITYOF TYPICAL C�N�SSENHYDRANT INSTALLATION REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 1 004 FILE NAME: C ENG' SPECS 1004 CL PL Variable Fence J ro z 0 "NIN ,L ;d o 3 W U Sanitary Sewer > SANITARY SEWER SERVICE CONNECTION DETAIL Services to be Used in Conjunction with Plastic Pipe Sewer Main for Depths of Cover with Less Than 16 Feet. a a o 2. When Sanitary Sewer Service is not Accompanied by a Water Service in the Some Trench, Install a 6' Heavy Metal Fence Post Next to 2 x 2 Marker and Paint Top 6" of Post Florescent Green. 3. Cleanout Required on Private Property if Distance from Mein to House Exceeds 90 Feet. Oj o 2 K CITYOF O N N a a] a No rc FILE NAME:G: ENG SPECS 2001 0 45' CHANBASSEN C a o LOCATION REVISED: 2-08 PLATE NO-: a O J U 1 009 FlLE NAME: G: ENG SPECS 1009 n .�+ N W O w a C C D N V~i c U 7 W Z �� M E W, O m c a Q a a Z a Of GO ..M'. In o XVW ,S L a w o o w0 > x � T Ole p m _ a /1 o / 12 0 F o t 1Z za'� Z, WW ww N z a_a. o:o. -y. _ZOWU _ W a m O G_T O:Ol 0Z8 UFGm> 0rnoi �_0�o cp� z� U mo, =m 0awU�3Na ooNo Dao 02)0, z�ac2�cW.1 Zmw W tJUW zz�J a:U�mF-> OU a¢ R'JJN O .cM SN a¢ YW-0=W SN�iOF-N Y= =w SUI p_ Y FL W 0 6 m i ei � N Q W Z Y ¢ O S U U 1 O LYi a U p JFZ O .n jC x 0 v �a $ a /JUr r o Ft O W m i zo Y iw z �a 6 U� 3 a22 Q wa � mus y 6w� Y ��S rc O p i VI m' wQu N 35� a Zm 00> \ o 1 �saU Ha'- Qd N2�NJ tOwF2pa UW J UUOO-mw w 00- -M,a. cc Q W} WJ 2 V I O Z. 2 10 JT Cn2<F~Rp U OS-SZ�Y a1 iVNy J�awK� P., z aoJ J `Qa uj¢363iaa r._riri evi .o 0 Z CITYOF TYPICAL C�N�SSENHYDRANT INSTALLATION REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 1 004 FILE NAME: C ENG' SPECS 1004 CL PL Variable Fence 9. Posts ro z a Wye Plugged End a USE 4' 1/8 Bend N 6 PVC SDR -26 Pipe Min. Slope 1/4" Per Foot Ai u J J2"x2" Marker See Note 2. 1/2 Pipe Diameter Min. Sanitary Sewer Gravity Main - SANITARY SEWER SERVICE CONNECTION DETAIL Services to be Used in Conjunction with Plastic Pipe Sewer Main for Depths of Cover with Less Than 16 Feet. NOTES: 1. Solvent Weld all Joints. (Non Gasketed) 2. When Sanitary Sewer Service is not Accompanied by a Water Service in the Some Trench, Install a 6' Heavy Metal Fence Post Next to 2 x 2 Marker and Paint Top 6" of Post Florescent Green. 3. Cleanout Required on Private Property if Distance from Mein to House Exceeds 90 Feet. 4. All pipe shall be bedded on granular borrow 314A or course filter aggregate (3149H). CITYOF TYPICAL SANITARY C�tSEK SEWER SERVICE REVISED: 2-08 ENGINEERING DEPARTMENT PLATE Ne. n 2001 FILE NAME:G: ENG SPECS 2001 CE Street Variable PL 9' 6' METAL FENCE POST DENOTING CURB BOX. TOP 6" PAINTED BLUE. CURB BOX WITH 1 1/4" STANDPIPE AND STATIONARY ROD. z Water Service n 1"X1" Corporation Cock 1 Type "K' Copper Concrete Block Support Water Main NOTES: 1. DO NOT PLUG END OF CURB STOP. 2. Add 6" crmped pigtail to curb stop. 3. THE COPPER SERVICE LINE BETWEEN THE MAIN LINE AND CURB BOX SHALL BE ONE CONTINUOUS PIECE. SPLICES WILL NOT BE PERMITTED. 4. CORPORATION COCK TO BE 1"X1" INSIDE DIAMETER. 5. SADDLE REQUIRED ON 6" DIP OR SMALLER MAIN, 6. SADDLES WHEN REQUIRED SHALL BE FORD STYLE F202 DOUBLE STRAP. 7. STAINLESS STEEL SADDLES REQUIRED ON ALL PVC WATERMAIN. CFFYOF TYPICAL 01CHRUEN WATER SERVICE REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 1 OOS FILE NAME: G. ENG SPECS 1005 POURED IN PLACE CONCRETE PIPE BEDDING SUPPORT FOR SERVICE VARIABLE PIPE DIAMETER CONNECTION(1/4 CUBIC YARD MIN.) RISER SECTION (CUT IN) SANITARY SEWER SERVICE TO BE USED ON A TEE LATERAL CONNECTION INTO THE TRUNK UNE OR DEEP LATERAL LINE. NOTES: 1. Solvent Weld all Joints. (Non Gasketed) 2. (Xx,Yy) Coordinates of service line at any & all bends and of ROW (in Carver County Coordinates) cliff OF SANITARY SERVICE CSENRISER SECTION (LARGE DIA. RCP) REVISED: 2-08 ENGINEERING DEPARTMENT E NO.: '2003 FILE NAME: G ENG SPECS 2003 PLAT WATER HOUSE SEWER No. 0 H-1 No. H-10361 7.5' Minimum cover required over top of water main. 0 C9aNHASSEN 6" SDR -26 SANITARY SEWER (XI•YI) (X2,72) AND HYDRANTS SERVICE RISER SUPPORTED REVISEO:2-08 �TO IF THE DISTANCE FROM ENGINEERING DEPARTMENT ON TRENCH SLOPE FlLE NAME G ENG SPECS 1006 ELEV. ON PLAN AT CERTAIN HYDRANTS. (Xo Yo) PAYMENT FOR 6" KOR-N-TEE _ USING A BITUMINOUS COAL TAR COAT SUPPLIED BY SERVICE RISER SERVICE CONNECTION SLEEVES COMPACTED OR APPROVED EQUAL 6" TEE CORE DRILLED r \ BACKFlLL 0 45' CHANBASSEN PIPE POURED IN PLACE CONCRETE PIPE BEDDING SUPPORT FOR SERVICE VARIABLE PIPE DIAMETER CONNECTION(1/4 CUBIC YARD MIN.) RISER SECTION (CUT IN) SANITARY SEWER SERVICE TO BE USED ON A TEE LATERAL CONNECTION INTO THE TRUNK UNE OR DEEP LATERAL LINE. NOTES: 1. Solvent Weld all Joints. (Non Gasketed) 2. (Xx,Yy) Coordinates of service line at any & all bends and of ROW (in Carver County Coordinates) cliff OF SANITARY SERVICE CSENRISER SECTION (LARGE DIA. RCP) REVISED: 2-08 ENGINEERING DEPARTMENT E NO.: '2003 FILE NAME: G ENG SPECS 2003 PLAT WATER DROP UD Tyler Mueller No. 0 H-1 No. H-10361 7.5' Minimum cover required over top of water main. 0 C9aNHASSEN Bibby -Ste -Croix Sigma No. 8-5160 No. VB2600W PROVIDE VALVE STEM RISERS WITHIN 6" OF THE SURFACE AND HYDRANTS A ON INSTALLATION REVISEO:2-08 �TO IF THE DISTANCE FROM ENGINEERING DEPARTMENT PLATE NO.: 1 006 FlLE NAME G ENG SPECS 1006 THE TOP NUT OF THE VALVE TO AT CERTAIN HYDRANTS. THE SURFACE IS GREATER THAN 8'. Grade TOP Tyler No. 6860 26" Mueller No. H-10361 26" Bibby -Ste -Croix No. VB502 27" Sigma No. VB630G EXTENSION Tyler No. 58 14" No. 59 18" No. 60 24" Mueller No. 58 14" No. 59 20" Bibby -Ste -Croix VB520 No. 57 9" VB521 No. 56 14" VB522 No. 59 20" VB523 No. 60 26" Sigma No. VB630 0BOTTOM Tyler No. 6860 65" Mueller No. H-10361 65" Bibby -Ste -Croix No. VB516 60" Sigma No. V86302 60' Valve and. Box to be r1 plastic wrapped per ��L-'.I BASE section 2.03a Adjust top to 3/4" below grade. Box to be set to provide 12' of adjustment. Sigma No.VB630 Tyler No. 6860 Mueller No. H-10357 Bibby -Ste -Croix B-5001 Gate valve box, screw type, 3 piece, 5 1/4"- shaft, size G box, T-6 extended, #6 round base GATE VALVE ADAPTER: 1/4" STEEL NTH PROTECTIVE COATING, 1/2" RUBBER GASKET INSTALLED BETWEEN THE GATE VALVE AND GATE VALVE ADAPTER. Mueller or American Flow Control Resilient Wedge Valve L Conforming to AWWA C-515-80 standards with all stainless steel nuts & bolts. 18"X18"X8" concrete block CITYOF 1. MEGALUGS TO BE USED AT ALL MECHANICAL JOINTS. GATE VALVE 0 C9aNHASSEN BOX AND HYDRANTS A ON INSTALLATION REVISEO:2-08 ENGINEERING DEPARTMENT PLATE NO.: 1 006 FlLE NAME G ENG SPECS 1006 Manhole Casting and Adjusting Ring (See Plate 2110) Provide I&I Barrier on all sanitary sewer manhole(see plate. 2109) Manhole steps, Neenah R1981J ' •::: • :: Precast Inverts Must be 1/2 of / Pipe Diameter and Benches / SEC. TION VIEW Sloped 2" Toward the Invert or Aluminum, 16" on center. o Steps Shall be on Downstream I Side Unless Pipe Diameter is < 18" or Larger All pints in manhole to have "0°ring rubber gaskets. Infi-shield external seals as required by the Engineer. AMaximum of 2 Short Manhole 4'-0" T Risers to he Used Directly Below Cone Section Pipe shall be cut out flush 5" with inside face of well. Kor-n-seal required. Minimum thickness of precast base is 6" for 14' deep or less, and increases 1" in thickness for every 4' of depth greater than 14. NOTE: 1. Kor-n-seal manhole or equal considered acceptable alternate. shall be routed on inside and outside. 2. All dog houses g 3. When the manhole or catch basin structure is constructed outside the traveled roadway a .witness post and sign (MH) shall be installed next to the manhole. CITY OF STANDARD CSEN MANHOLE 11 REVISED. 2-08 PLATE NO.: ENGINEERING DEPARTMENT 2101 FILE NAME G, FNG SPECS 2101 n� 11=r 1=11=11�u -D-'711=�1'E 'aCTf=�=71�' 7fFIIFIIE n If .1. 11 I:�D_kII� NOTES: 1. MEGALUGS TO BE USED AT ALL MECHANICAL JOINTS. 2, PLACE CONCRETE BLOCK UNDER ALL GATE VALVES AND HYDRANTS 3. THRUST BLOCKING AT ALL TEES, BENDS, AND AT CERTAIN HYDRANTS. 4. ALL FITTINGS, NUTS, AND BOLTS SHALL BE SPRAYED _ USING A BITUMINOUS COAL TAR COAT SUPPLIED BY THE MANUFACTURER. SLEEVES S Blocking against undisturbed soils. CITY OF TYPICAL 0 MEGALUG CHANBASSEN LOCATION REVISED: 2-08 PLATE NO-: ENGINEERING DEPARTMENT 1 009 FlLE NAME: G: ENG SPECS 1009 Provide I & I Barrier on all Sanitary Sewer Manholes (See Plate 2109) Cut bell from DIP join with Stainless Steel repair sleeve or approved equal 110 I 'v II Wood Block (Cedar or Redwood) 8" PVC C-0" 8" DIP tee section 7" SECTION VIEW 90' bend turned flow downstream Monhole Casting and odjusting (See plate 2110) -Manhole steps, Neenah R1981J or equal, 16' on center. Aluminum steps approved. Manhole steps shall be placed so that offset vertical portion of cone is facing downstream. All joints in manhole to have "O"ring rubber gaskets. Infi-shield external seals as required by the Engineer. 'Adapt DIP to PVC -1 /4" Stainless Steel Strap fastened to wall with stainless steel expansion bolts, 2 straps per section NOTES: 1. Kor-n-seal manhole or approved equal. 2. Pipe shall be cut flush with inside face of wall. 3. All dog houses shall be grouted on the inside and outside. 4. Precast invert shall be 1/2 DID, of pipe and benches sloped 2" toward invert. 5. When the manhole or catch basin is constructed outside the traveled roadway a witness post and sign shall be installed next to the manhole. Minimum thickness of precast base is 6" for 14' deep or less, and increases 1" in thickness for every 4' of depth renter than 14' deep, P 9 P I ,FITYOF SANITARY SEWER INSIDE aMSEN DROP MANHOLE DETAIL REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 210 FILE NAME: G: ENG SPECS 2104 I Y DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 E m E Di Q) E @ c C, ro a arc c 3yw N C n m o D CL .N in Z V 0 0 r E y O C T '00 J � c L O "O co m m co r� U J 7 ED Iti NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 (APPLE TREE ESTATES DETAILS City of Chanhassen, Minnesota /. 0 _ ....... Washer 1/8" t. ® 2' o.d..3/4"i.d. Eccentric side 2 req./ bolt of manhole 0 0 /8" galvanized Ramnek bolt ® Or Equol Threaded insert rfl to accept a 3/4"¢ bolt e 4 required 4 - 1" Oio. holes in-/ manhole frame evenly spaced PLAN VIEW TOP COVER REMOVED L 0 I 'v s Monhole cane reinforcing 4" �— TIE DOWN DETAIL Neenah R-17550 frame and cover or equal with 2 concealed pick holes Manhole Steps, Neenah R1981J or equal, 16"o.c. Aluminum steps approved. "0"- Ring gasket ECCENTRIC WATERTIGHT MANHOLE CfyOF WATERTIGHT CIIANHASSEN MANHOLE REVISED: 2-0e PLATE No.. 2105 ENGINEERING DEPARTMENT FILE NAME G ENG SPECS 2105 — uu„Ipu, ackfill z„ + + + + +/Embl r r ++ + +++ r r++ r + + + + ++ + + # + + + +++++ + +ment + + + + + + Bc + + + + + + r + + + 0.5c+ + + Material + - + + + r + + r + r # + } } + + + i 61,+ + # + + + + + r + Foundation - _ If Re wired (see dote 1) I I I "Be" Denotes outside diameter of pipe NOTES: 1. A soils Engineer will be required to determine the depth of the pipe foundation embedment material if needed. Pipe foundation material shall be in accordance with MNDOT 3149.2H course filter aggregate. 2. P.V.C. bedding shall be MNDOT 3149.28 select granular borrow with 100% passing a 3/4" sieve, and less than 10% passing a NO. 200 sieve. 3. A.B.S. bedding shall be MNDOT 3149.2A select granular borrow with 100% passing a 3/4" sieve and less than 20% passing a NO. 200 sieve. CFFYOF PIPE BEDDING CBANBASSEN REVISED: 2-08 PLATE NO.: 22D3 ENGINEERING DEPARTMENT FILE NAME: G: ENG SPECS 2203 Frame and Cover "I/I BARRIER" INNER �'rp -^�- tSl MANHOLE RING SEAL AS MANUFACTURED BY "STRIKE PRODUCTS" OR APPROVED EQUAL Compacted Normal Fill HDPE OR PRECAST CONCRETE ADJUSTING RINGS E PRECAST, BLOCK, OR 27" 95% of the Standard I 0 EVaries BRICK MANHOLE CONE ea -_I MASTIC SEAL CORBEL CAST CONCRETE 1n = c USTING RINGS 4 \ 48" INFI-SHIELD EXTERNAL SEALS AT BARREL AND CONE SECTION JOINTS ON SANITARY APPLICATIONS OR APPROVED EQUAL AS REQUIRED BY THE ENGINEER. NOTES: 1. TRIM TOP OF SEAL TO 1" ABOVE TOP OF RINGS. CASTING SHOULD NOT REST ON SEAL. 2. PLACE "MASTIC" ON TOP OF CONE SECTION AND BENEATH SEAL. 3. NOT TO BE USED WHEN THERE ARE MORE THAN 5 RINGS OR NO RINGS. 4. CONTRACTOR SHALL INSTALL THE SEALS, THEN CONTACT THE CITY UTILITY SUPERINTENDENT FOR INSPECTION AT (952) 227-1300. CITYOF I & CMSEN BARRIER REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 21 09 FILE NAME: G: ENG SPECS 2109 MINIMUM 6" COMPACTED SEWER 3' STYROFOAM INSULATION TRANSITION TO SPECIFIED ONE PIPE LENGTH DEPTH (TYPICAL). INSTALL VERTICAL RENDS WITH MEGA LUGS AS REWIRED. WATERMAIN UNDER STORM SEWER 0 CITY OF WATER MAIN STORM SEWER CSEN I CROSSING REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 2204 FILE NAME: G: FNG SPECS 2204 NEEHNAH-1979-0207 WITH --/, 2" MIN. RISE OR APPROVED EQUAL Rings shall be set on ABS sealant or approved equal. 25"-.5" �1.5" Compacted Normal Fill BIT. WEAR E 2" BIT BASE 95% of the Standard I 0 EVaries E OR ea -_I III I I- 1 —Ji - YH CAST CONCRETE 1n = c USTING RINGS NOTE: THICK CONCRETE 27" LLAR NOTE: 2 -PIECE COVER RISER RINGS ARE NOT ALLOWED. BIT. WEAR COURSE ADJ. DETAIL CASTING SHALL BE NEENAH #R-1642 OR MCI #309 AND SHALL INCLUDE SELF SEALING VARIES SEE CHART TYPE LIDS STAMPED SANITARY SEWER OR STORM SEWER AS APPROPRIATE WITH TWO CONCEALED PICK HOLES �— BIT. BASE OR BINDER MIN. (2-2") ADJ. RINGS AND MAXi% (3-4 ) ADJ. RINGS HDPE OR 2" RING WITH PRECAST CONCRETE MORTOR = 0.2') ADJUSTING RINGS 27 6" THICK CONCRETE COLLAR BIT. BASE OR BINDER COURSE ADJ. DETAIL NOTES: 1. PRECAST CONCRETE ADJUSTING RINGS SHALL BE BEDDED WITH 1/4" TO 1/2" MORTAR. 2. -HDPE ADJUSTING RINGS SHALL BE BEDDED WITH SEALANT MANUFACTURED BY LADTECH INC. OR APPROVED EQUAL. CITY OF MANHOLE CASTING AND CIIMSEN ADJUSTING DETAIL REVISED: 2-08 PLATE NO.: 2110 ENGINEERING DEPARTMENT FILE NAME: G: ENG SPECS 2110 24"x36" slab opening for Neenah R3067 -V or equal t Note: I 1- V Grate shown 2- VB Grates shall be used of all low points. Neenah R3067 -V casting and grate or equal PLAN Minimum of 2 maximum of 5-2" 6" Conc. collar concrete adjustment rings with full beds of mortar. Precast concreteor HDPE adjusting rings. t0 Compacted Normal Fill 0 E 12" TO 24" 95% of the Standard I 0 EVaries Proctor Density ea -_I III I I- 1 —Ji - It I-1 1 I— 4'-0" Typ. 1n = c NOTE: 5" The Bottom of the Trench Shall be Shaped to Fit the Pipe Barrel for at Least 50% of the Outside Diameter. UffOF CBANIIASSEN " 6 - 4Q > TD -1 6" precast reinforced concrete slab. Top of barrel section under top slab to hove flat top edge sealed with 2 beads of Romnek or equal. All joints in manhole to have "0ring rubber gaskets. Precast concrete section NOTES: 1. Doghouses shall be grouted on both the outside and inside. - 2. No block structures are allowed. Manhole steps, Neenah R1981.J or equal, 16" o.c., Aluminum steps approved. Minimum slob thickness, 6" for 14' depth. Increase thickness 1" for ' eachof depth greater than 14', and reinforce with 6"x6' 10/10 mesh. Grout bottom of manhole to 1/2 SECTION diameter at pipe and slope grout 2" toward invert. CITY OF CATCH BASIN CMMS,FN MANHOLE REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 3102 FILE NAME:G: ENG SPECS 3102 Use MNOOT 3149.2A Granular Borrow I Bc - Use MNDOT 3149.2H Course Filter Agg. (Pipe Foundation Material if Required) The bottom of the trench shall be shaped to fit the pipe barrel for at least 50% of the outside diameter li Dia+12" Min. "Dia" Denotes outside diameter of pipe NOTES: 1. When existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and bockfill shall be used as shown above. 2. A soils engineer will be required to determine the depth, of the pipe foundation embedment material if needed. Pipe foundation material shall be accordance with MNDOT 3149.211 course filter aggregate. CITYOF PIPE BEDDING CII�N tSEN IN POOR SOILS REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 2201 FILE NAME G' ENG SPECS 2201 NOIE. 'UJr o7 Surmountable Curb & Gutter to be bomili.sal Into a Data t'Pe at wtehbosi.. Catehle . Frame & Grote �/• Nernah R -3087-V m VB Grate. NATE Calchbasin to be depressed 2" below design gutter line grade. A `a Neenah R -3067-V3 shalt be used at an y low points. Surmountared concrete ISOMETRIC Cum & Gutter No Sade 2 - H-60' Long ReII Eoch way � c o .Q c 5' Min. Transition 5' Min. Transition c 0 0 N e ca Top of `oa OI Curb 2.. x w Design gutter line grade 2 -ars #4-60" LONG RebEach way Frame & Casting SECTION A -A No Scale CITY OF CURB CONSTRUCTION AT AT CATCH BASIN REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 3106 FILE NAME: G: ENG SPECS 3106 RIPRAP REQUIREMENTS Compacted Normal Fill PIPE DIA. Material, Compacted to 12" TO 24" 95% of the Standard I 27" TO 33" Proctor Density ea -_I III I I- 1 —Ji - It I-1 1 I— Jill —III - I 0. 0.SBc Natural Ground NOTE: The Bottom of the Trench Shall be Shaped to Fit the Pipe Barrel for at Least 50% of the Outside Diameter. UffOF CBANIIASSEN PIPE BEDDING IN GOOD SOILS RCP &DIP REVISED: 2-08 ENGINEERING DEPARTMENT PIATE NO.: 2202 FILE NAME: G: ENG SPECS 2202 RIPRAP REQUIREMENTS �— PIPE DIA. RIPRAP REQUIRED 12" TO 24" 8 to 12 CY CL.3 PLAN 27" TO 33" 14 to 20 CY CL3 36" TO 48" 23 to 38 CY CL.3 54" AND UP 62 CY and up CL.4 (One cubic yard is approximately 2,800 lbs.) RIPRAP GRANULAR NOTE FILTER REQUIRED UNDER RIP RAP AND 2 LAYERS OF 500X k11RAFl FABRIC OR EQUAL Iter (MNDOT 3601.28) Filter Type III L RIPRAP N Granular Filter (MNOOT 3601.28) SECTION B -B Geotextile Filter Type nl CITY OF RIPRAP ,CM�SEN DETAIL REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 3107 FILE NAME: G: ENG SPECS 31 O7 DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 a) E m Y TE .0 as � � c ai Q N O a� c a) C,0 c O Lu L c: 0) d N ay�a W N to U O wa N a15 T O a o m E W m � c T �O U — C -3 a) 7 T L O "t7 rn 00 m Z Z U _J J Y Z NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C4.2 APPLE TREE ESTATES DETAILS City of Chanhassen, Minnesota See City Plate No. 3107 for riprop placement. Anchor Tie lost 3 pipe joints. -� Use 2 tie bolt fasteners per joint. Install at 60' from top or bottom of pipe. Provide 3 anchor clips to fasten Trash Guard to Flared End Section. H Hat dip galvanize after fabrication. Anchor both sides. ISOMETRIC TRASH GUARD SIZING Pipe Size Bars 'H' Bolts 12"-18" 3�4"0 4" 5/8" 21"-42" 1 0 6" 3/4" 48"-72" 1 1/4"0 12" 1 NOTES: . t. All Reinforced Concrete Aprons shall be furnished and installed with Trash Guards 2. All new Reinforced Concrete Aprons on new pipe shall be tied back 3 pipe lengths back from apron. 3. All new Reinforced Concrete Aprons on existing pipe shall be tied to the first pipe adjacent to the apron. CITY OF CIIANNASSEN FLARED END SECTION AND TRASH GUARD REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 3108 FILE NAME: G: ENG SPECS 3108 10" " Aggregate Base a MnDOT select granular borrow w a 0 0 Course Filter Aggregate 2 a MnDOT 3149.2Hf Z 12" deep a s' M N N grade to drain Clay Sub -grade 4" perforated pipe Notch clay sub -grade geotextile wrap (3733. Type 1) for pipe placement TRENCH DETAIL Perforated PVC, or Dual Wall smooth interior corrugated PE pipe. REVISED: 2-08 ENGINEERING DEPARTMENT 5232 FILE NAME:G: ENG SPECS 5232 NOTES: 1. Grates to be made in (2) PIECES 2. All metal shall be hot -dipped -galvanized Hole Hole See Detail A -A 57"0 D.D. 1/4"x1" FLAT STL. RI JMVV1n. CNH 0 4" o.c. EACH WAY (4) 1/2" 0-13 UNC Hex Head Stainless Steel Bats with Nuts and Washers Structure Requires (2) Piece Grate Per Drawing SEE 1/4' STEEL PLATE pL� 1z"mia HWL DETAIL A -A INLET PIPE 48"mm.USE DETAIL FOR OUTLET STRUCTURE ON SHEET C2.3 lilhicallY NOTES: P red Concrete 1. Standard pipe bedding required on both inlet & cutlet pipes. 2. Tie last three pints. Use two tie bolt fasteners per joint. ICU OF POND OUTLET CIiAN9ASSEN I CONTROL STRUCTURE REVISED: 2 -OB ENGINEERING DEPARTMENT 3109 FILE NAME: G: ENC SPECS 3109 r 3 4,._6„ Topsoil " [lnv0 Grout 6" Conc. PIPE DETAIL around Collor pipe NOTES: WwNNRE 9 AN. BE RAMON SERIES LIGHT nMRE 1. Cleanouts required at ending points & at 4" perforated pipe 300 -ft intervals. geotextile wrap (3733, Type 1) 2. Swing ties to be shown on os-builts in. 2" rm.- for all ending points to all draintile. TRENCH DETAIL 3. Openings in structure for draintile to T be fabricated or core drilled. Perforated PVC, or Dual Wall 4. This detail to be. used when 2' or more smooth interior corrugated PE pipe. of existing soil sub cut is necessary. 3°W CU OF Concrete Curb and Gutter 41' SUB -SURFACE C)iANIIASSEN 240 VOLTS 240 VOLT NSNG DRAINTILE Top. Bituminous Materiel 1/2"r n n N mCO PLATE NO REVISED: 2-08 ENGINEERING DEPARTMENT 5232 FILE NAME:G: ENG SPECS 5232 NOTES: 1. Grates to be made in (2) PIECES 2. All metal shall be hot -dipped -galvanized Hole Hole See Detail A -A 57"0 D.D. 1/4"x1" FLAT STL. RI JMVV1n. CNH 0 4" o.c. EACH WAY (4) 1/2" 0-13 UNC Hex Head Stainless Steel Bats with Nuts and Washers Structure Requires (2) Piece Grate Per Drawing SEE 1/4' STEEL PLATE pL� 1z"mia HWL DETAIL A -A INLET PIPE 48"mm.USE DETAIL FOR OUTLET STRUCTURE ON SHEET C2.3 lilhicallY NOTES: P red Concrete 1. Standard pipe bedding required on both inlet & cutlet pipes. 2. Tie last three pints. Use two tie bolt fasteners per joint. ICU OF POND OUTLET CIiAN9ASSEN I CONTROL STRUCTURE REVISED: 2 -OB ENGINEERING DEPARTMENT 3109 FILE NAME: G: ENC SPECS 3109 r 3 4,._6„ Topsoil " [lnv0 y-- Aggregate Base 0O 600 Course Filter Aggregate MnDOT 3149.2H RESIDENTIAL WwNNRE 9 AN. BE RAMON SERIES LIGHT nMRE 0 4" perforated pipe REVISED: 2-08 geotextile wrap (3733, Type 1) DEPARTMENT in. 2" rm.- 1 tz TRENCH DETAIL MAX. T 8.75" Perforated PVC, or Dual Wall M smooth interior corrugated PE pipe. PIPE DETAIL NOTES: 1. Cleanouts required at ending points & at 300 -ft intervals. 2. Swinties to be shown on os-builts it for ending paints on all draintife. 3. Openings in structure for draintile to be fabricated or care drilled. Conn. I lion CITY OF ALTERNATE 4D CII�III�ISEN SUB -SURFACE DRAINTILE REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 5233 FILE NAME: G: ENG SPECS 5233 PL CL PL 30' 30' 15.5' to Back 15.5' to Back Wear Course to be 1/2" e Above Edge of Gutter,� SAOy 3.0% e 2.0% :5 �o+ S�oQ 1' Draintile 4" Topsoil, Seed 1 1/2"-MNDOT 2350 LVWE35030B & Mulch or Sod. Drointile Tack Coot - 2357 Surmountable 2"-MNDOT 2350 LVNW35030B Concrete Curb 12" -Class 5 Aggregate Base, 100% Crushed 24" MNDOT 3149.28 Select Granular Borrow (See Note 7) NOTES 1. Minimum Right -of -Way Required - 60'. 2. Maximum street grade 7.07 3. Minimum street grade 0.75%. 4. 4.0" Topsoil placed in disturbed areas. 5. 2 Rolls sod behind curb. 6. The bituminous wearing surface shall be placed the next construction season following placement of the bituminous base. 7. A test roll of the prepared suh rode shall be performed b the owner O P P 9 P Y in the presence of a city inspector. The city has the authority to require additional subgrade correction based an the test roll. 8. Draintile shall be placed along both sides of roadway. See plate 5232 for details. CITY OF TYPICAL C IIAN�SSEN 1/2"r RESIDENTIAL WwNNRE 9 AN. BE RAMON SERIES LIGHT nMRE Na STREET SECTION REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5200 FILE NAME: G: ENG SPECS 52011 Finished Grade One piece PVC - SDR. -35 cleanout riser (Size as per plan) NOTE: 1. Hub with threaded metal plug to be set at final grade. Metal top plug to be made of such material to allow locates via metal detector. N w d' Q Long Turn T -Y SDR. -35 10' Ridgid SDR -35 2. Solvant weld all clean out joints -(Non gusted) 3. Clean out shall be spaced at 300 it intervals. CITY OF SUB -SURFACE CIIANIIASSEN PVC DRAINTILE CLEANOUT REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 5234 FILE NAME C ENG SPECS 5234 I 6" I aistonce It variable GENERAL NOTES - TYPE R LUMINAIRE 1/2"r OI WwNNRE 9 AN. BE RAMON SERIES LIGHT nMRE Na 3"r"r 1/2"r Top Bituminous Material N C M 7 �° s ape APPROVED EWA, FIXTURE REWIREMENIs ARE: 10 3/4" NM it _ ID' Halt) ARM MWNT T 8.75" HON PRESSJRE SCOWN 250 Wens M BOLT MnDOT 8618 3°W w Concrete Curb and Gutter (4) NOTCHES IN SHAFT TO ALLOW BOLT HEAD Z 240 VOLTS 240 VOLT NSNG B^ ueance m €rar Ble Top. Bituminous Materiel 1/2"r n n N mCO 3/ o« it MnDOT B612 - Concrete Curb and Gutter - A NOTE 12" For Use Only with Privote Driveways, 1 1 Parking Lots, or Medians. 28"R 2 1 O 12"R 16" 68"R Top Bituminous Material •a t D SURMOUNTABLE l 1/2 • Le • �••; \ Concrete Curb and Gutter OF THE STANDARD SFPARAE 5 AI E IN -ME -UNE LASES YLISSMAE 17 1/2- 10 1/2 f zB" 3. STENCIL MIN 1/2 IN. LETTERS MANUFACTURER'S NUMBER WAIERPROCi N9EHpllpt MPE HER WTM A BU59HAN TYPE fNY WA NITROS SE OM E THIN 4" 8" 1 1/8"r Bituminous Bituminous Curb e Surface 6" Shoe Formed N-� CITY OF TYPICAL CURB aMSEN AND GUTTER REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5203 FILE NAME:G ENG SPECS 5203 GENERAL NOTES: UCHING ASSEMBLY SHALL CONTAN ALL MONACAOONS NECESSARY TO COMPLY WON NSP. NRWP IN MAINTENANCE PROGRAM. THE CONTRACTOR SHALL PROWOE PLAIT TURN OVER TO ME CITY. (2) SPARE LUMINAIRES AND 91 ASSEMBOES COMPLETE MIM ALL COMPONENTS .0 MWIFICNIWB AS REOUIRED. ME EXACT LOCATION OF Au SINEET UGHT ASSEMBLES SHALL SE STANEO BY THE ENGINEER. LUMINAIRES WHO PROVIDED W THIS PROJECT SHALL BE INSPECTED AND APPROVED FOR INSTALLATION PRIOR TO INSTALLATION FON THE N.S.P. MANTENARCE P ROCAMI. CCOROINAIE THIS PROCENIRE WIN THE AUTHONZEa N.S.P. REPRESENTATIVE. ALL EXPOSED METAL COMPONENTS SHALL BE FACTORY FINISHED BAKED ALKYD ENAMEL TO MATCH CONTENT t -YEAR WEATHERING SEEL, AS PER Mr/001 SPEC. CONIES ASSEMBLY SNALL BE STRUCTURALLY OESIOED FOR 100 MPH WINO LOAD FON E.P.A. IMPOSED. ALL LIGHT WIRES (INCLUONG RUNS BETNEEN NIGHT POUS AND STREET CROSSINGS) SHALL BE PLACED W CONOMIT. SPLICE BOWS ON HANDHOUS SHALL BE INSTALED AT AL STREET CROSSINGS THAT SERVE AN OPPCSIE ME MONT POE. PROVIDE BSEAKAWAT NSE HOLDERS LOCATED AT ODOR OPENING NSE: (INOM BOA - 60OV-YO56) cuRJ aff OF �tuflllufLldFiN LIGHTING UtIFll�I1NL1 POLE REVISED: 2-08 PLATE NO, ENGINEERING DEPARTMENT 5240 FILE NAME: G: ENG SPECS 5240 6" x 24" or 30" or 36" Traffic Sign Double Aluminum Street as Required Sign- - Both Directions 0 onized Steel � ➢n 12 Guage _�E c 'n a° m chor Plate Typical Street Sign lInstallation 6. f � 10 El 2.5LB. 7' Upper ' Galvanized Steel Sign Post (2) 5/16" x 1" Post Bolts- o Tomperproof with Washers 1 Curb 3LB. 7' Anchor -/ Post - Pneumatically Driven Typical Traffic Sign Installation Bolt Post With Sign past to Post in Concrete Expansion Joint Material - 4 Sides Full Depth . T f- =-I t-2' Typical Sign Installation Anchor Plate Detail In Concrete Median NOTES: 1. For Boulevard Location of Street Signs and for Traffic Signs, Contact Chanhassen Street Superintendent (952-227-1303). 2. For Material Specifications See Section ect' n 4.11 of Standard Street Specs. 3. Traffic Si gns with 9 Sq. Ft. or More of Surface Area and 36" or Larger in Size. Must be Mounted with Two Separate Posts. 4. For Private Streets, Signs Shall be the Some as Above, Except Lettering to be White on Blue Background. CE OF STREET AND CNANHASSEN TRAFFIC SIGN INSTALLATION REVISED: 2-08 PATE NO.: FILE NAME: G ENG SPECS 5217 ENGINEERING DEPARTMENT 521 % DESIGN BY: GENERAL NOTES - TYPE R LUMINAIRE T112-0882 HARDWARE PACKAGE INCLUDES: OI WwNNRE 9 AN. BE RAMON SERIES LIGHT nMRE Na (RCS -A10 -525 -43 -F -a -We J) MANUFACTURED BY SPAULUNIG LIGHTING OR N C M 7 �° APPROVED EWA, FIXTURE REWIREMENIs ARE: ` ID' Halt) ARM MWNT T 8.75" HON PRESSJRE SCOWN 250 Wens m m N G C BOLT TYPE III HORIZONTAL DISTRIBUTION 3°W w FLAT LENS (4) NOTCHES IN SHAFT TO ALLOW BOLT HEAD Z 240 VOLTS 240 VOLT NSNG CL O3 ARM SHALL BE RECTANGULAR EXTRUDED ALUMINUM PIKE (21YT . 6•Y . 10'b LONG). n n N mCO OJ LRSITING STANDARD SHALL BE CORMN SEIE-N£A1HpN&c MARE TAPPERED STEEL. _ O` MIUERBERNO FUNRA SERIES SOH -SW OR APPROVED MAI. uFo'f 2ili"S O REMOVABLE MAMEFPROCF iW COYFAPLAIE. 1 1 O INNING STANDARD BASE SHALL BE TPE-N CASE STEU. 2 1 O ACCESS DOOR SHA_ BE REMOVABLE wEATHERPROOF 6- X 2 1/4' X 9- HIGH. (D PROWIE INRPoNA CROWD LUG. D OB FEEDER LEANS ME LUMINAIRE SHALL EXTEND FROM THE PROPER CABLES IN RINE BASE a1 7 T OF THE STANDARD SFPARAE 5 AI E IN -ME -UNE LASES YLISSMAE L a O - CIDIS S USED, VIER SHALL Be EWA 10 AN SaDBaE59 Cg 9u oS 3. STENCIL MIN 1/2 IN. LETTERS MANUFACTURER'S NUMBER WAIERPROCi N9EHpllpt MPE HER WTM A BU59HAN TYPE fNY WA NITROS SE OM E THIN ELEMENT EIEMFNi NSE. GENERAL NOTES: UCHING ASSEMBLY SHALL CONTAN ALL MONACAOONS NECESSARY TO COMPLY WON NSP. NRWP IN MAINTENANCE PROGRAM. THE CONTRACTOR SHALL PROWOE PLAIT TURN OVER TO ME CITY. (2) SPARE LUMINAIRES AND 91 ASSEMBOES COMPLETE MIM ALL COMPONENTS .0 MWIFICNIWB AS REOUIRED. ME EXACT LOCATION OF Au SINEET UGHT ASSEMBLES SHALL SE STANEO BY THE ENGINEER. LUMINAIRES WHO PROVIDED W THIS PROJECT SHALL BE INSPECTED AND APPROVED FOR INSTALLATION PRIOR TO INSTALLATION FON THE N.S.P. MANTENARCE P ROCAMI. CCOROINAIE THIS PROCENIRE WIN THE AUTHONZEa N.S.P. REPRESENTATIVE. ALL EXPOSED METAL COMPONENTS SHALL BE FACTORY FINISHED BAKED ALKYD ENAMEL TO MATCH CONTENT t -YEAR WEATHERING SEEL, AS PER Mr/001 SPEC. CONIES ASSEMBLY SNALL BE STRUCTURALLY OESIOED FOR 100 MPH WINO LOAD FON E.P.A. IMPOSED. ALL LIGHT WIRES (INCLUONG RUNS BETNEEN NIGHT POUS AND STREET CROSSINGS) SHALL BE PLACED W CONOMIT. SPLICE BOWS ON HANDHOUS SHALL BE INSTALED AT AL STREET CROSSINGS THAT SERVE AN OPPCSIE ME MONT POE. PROVIDE BSEAKAWAT NSE HOLDERS LOCATED AT ODOR OPENING NSE: (INOM BOA - 60OV-YO56) cuRJ aff OF �tuflllufLldFiN LIGHTING UtIFll�I1NL1 POLE REVISED: 2-08 PLATE NO, ENGINEERING DEPARTMENT 5240 FILE NAME: G: ENG SPECS 5240 6" x 24" or 30" or 36" Traffic Sign Double Aluminum Street as Required Sign- - Both Directions 0 onized Steel � ➢n 12 Guage _�E c 'n a° m chor Plate Typical Street Sign lInstallation 6. f � 10 El 2.5LB. 7' Upper ' Galvanized Steel Sign Post (2) 5/16" x 1" Post Bolts- o Tomperproof with Washers 1 Curb 3LB. 7' Anchor -/ Post - Pneumatically Driven Typical Traffic Sign Installation Bolt Post With Sign past to Post in Concrete Expansion Joint Material - 4 Sides Full Depth . T f- =-I t-2' Typical Sign Installation Anchor Plate Detail In Concrete Median NOTES: 1. For Boulevard Location of Street Signs and for Traffic Signs, Contact Chanhassen Street Superintendent (952-227-1303). 2. For Material Specifications See Section ect' n 4.11 of Standard Street Specs. 3. Traffic Si gns with 9 Sq. Ft. or More of Surface Area and 36" or Larger in Size. Must be Mounted with Two Separate Posts. 4. For Private Streets, Signs Shall be the Some as Above, Except Lettering to be White on Blue Background. CE OF STREET AND CNANHASSEN TRAFFIC SIGN INSTALLATION REVISED: 2-08 PATE NO.: FILE NAME: G ENG SPECS 5217 ENGINEERING DEPARTMENT 521 % CITY OF LIGHTING p'1ip 1p LTA ASSEMBLY CM BASE BASE DETAIL REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5241 FILE NAME: O: ENC SPECS 5241 DRAWN BY: DESIGN BY: A.G. T112-0882 HARDWARE PACKAGE INCLUDES: SQ (4) Vx4" GALV. CARRIAGE BOLTS FULL THREADS . Na (4) ROUND FLAT WASHERS N C M 7 �° (5) 1- NUTS. (4) LOCK WASHERS. & ` (4) 3`x 3"x1" TAPPED RETAINING WASHER, T 8.75" TO 17" DIA. m m N G C BOLT CIRCLE 3°W w (4) NOTCHES IN SHAFT TO ALLOW BOLT HEAD Z r`N CL 2S" CLEARANCE NOTES n n N mCO _ O` 1. FINISH, HOT DIP GALVANIZE PER ASTM -PISS (LATEST r Q. Q O o REVISION). E 3 `pN v 2. BASEPLATE TO BE PERPENDICULAR TO SHAFT AXIS (& 1") T 'O - c J W a1 7 T AND HOLE CENTERLINE CONCENTRIC (4.185) TO SHAFT AXIS. L a O - Q 0 3. STENCIL MIN 1/2 IN. LETTERS MANUFACTURER'S NUMBER AFTER GALVANIZING. 4. PILOT POINT AND SHAFT AXES TO BE CONCENTRIC (+/- 9.66" DIA. 125 F/H) AND IN LINE (+/- 2'). 5. PLANE CUT SLOT PERPENDICULAR TO THE BASEPLATE. 6. PREHEAT, TUMBLEBLAST, HANDGRIND, AND CLEAN BASEPLATE HELIX AND PILOT POINT ON ALL WELDED AREAS. 7. FLAMEOUT IRREGULARITIES PERMISSIBLE. (1) VALLEYS NOT TO EXCEED 3/32" BELOW NOMINAL SURFACE LEVEL. (2) f6"DIA PEAKS OR POLITIVE IRREGULARITIES NOT TO EXCEED 1/32" ABOVE NOMINAL SURFACE LEVEL OR INTERSECTIONS OF HELIX NOMINAL SURFACES. B. ALL MATERIAL IS TO BE NEW, UNUSED AND MILL TRACEABLE MEETING THE FOLLOWING SPECIFICAIIONS: BASEPLATE ASTM A28 -(LATEST REVISION) STRUCTURAL STEEL (CONFORM TO PASHTO TECH. SUL 1270.) SHAFT- ASTM: A252 -(LATEST REVISION) GRADE 2. STEEL PIPE PILES. ALTERNATE MATERIAL: ASTM A53 -(LATEST REVISION) TYPE E OR 6, GRACE B. ALL RADIAL SECTIONS NORMAL STEEL PIPE OR ASTM A500 -(LATEST REVISION) TO AXIS +/- 3' GRADE 8 STRUCTURAL STEEL TUBING. HELIX: ASTM A636 -(LATEST REVISION) HOT ROLLED STEEL. PILOT POINT: ASTM A575 -(LATEST REVISION) STEEL BAR. n PITCH BOLTS, CARR BOLT PER ANSI 870.8.1, 845 AES T GRADE -5. I 10. BASEPLATE IS PERMANENTLY STAMPED WITH ALL RADIAL SECTIONS NORMAL MANUFACTURER'S IDENTIFICATION "ABC" IN 1/2" LETTERS AND TO AXIS +/- 3' DATE CODE IN 1/4" LETTERS. 11. HARDWARE SHOULD 13E PACKAGED IN BURLAP BAG AND ATTACHED TO FOUNDATION. HELIX MUST BE FORMED BY MATCHING METAL DIE RECOMENDED TORQUE NO GREATER THAN 16.000 FT. LB. (SIDE VIEW OF TRUE HELICAL FORM) CITY OF LIGHTING p'1ip 1p LTA ASSEMBLY CM BASE BASE DETAIL REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5241 FILE NAME: O: ENC SPECS 5241 DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: C.G.S. PROJ. NO. 08-1227 ORIGINAL DATE: MAY 4, 2009 a) E m m o -C �E p M Na N C M 7 �° O w � � d C d N m m N G C LU J 3°W w c 0 m Z CL n n N mCO _ O` r Q. Q O o N E 3 v T 'O - c J W a1 7 T L a O - Q 0 a CD CA W W N CA CO3 a= _ NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWE ENGINEERING2INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C4.3 R R 30' 60' 30' 60' (FRONT SETBACK) (FRONT SETBACK) 30' 30' 3�LOOK-Otff APPLE TREE ESTATES I FINISHED GRADE WRK.UIR GRADING GRADE I DETAILS __ VARIES VARIES a0 �\�, 10' aD L. 9 0 0 0 City of Chanhassen, Minnesota - BASEMENT FLOOR x to BASEMENT FLOOR x � O �Z N Ci TYPICAL PAD NOLDDOWNS (NOT TO SCALE) 30' 10' FINISHED GRADE GRADING GRADE SEDIMENT TRAP AS MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS.,LORETTO, MN. OR SIMILAR SLEOFLARywS Nip Sik40AR05 pilaw Laws AEC S_ % . 9,R Exro.. NLOwI°lE A .. La.➢ n/R Aw5 <iM RAr. cROE ' sTFr . o,., -e1. SAFETY naTOR n/R - 29 CIA Ras- QSRA SAFETY AND RE.,TR R_ ANoa.M WATER, Flow RA2 GNROUGH 119E IF SUBIR) 0.70, cls a 3' neod WVtlWM C ERRM RATE Be. ele Y Is' betel MODEL#CG23 NOTE: Clean filter media after each rain event and replace if filter is clogged with sediment. Remove debris/sediment from receptacle after each rain event. CITYOF 2-08 CATCH BASIN SEDIMENT TRAP ENGINEERING DEPARTMENT I PLATE NO.: 5302A Where the Row of water is sheeting, place sod strips perpendicular to the direction of water flow. F1.IIi OAR14Y*111 Where the flow of water is concentrated, place sod stips parallel to the direction of OVERLAPPING SOD water flow. NOTE: Although pegging on sod Is not specifically required it is understood that the contractor will be responsible for the successful establishment of the sod including repair or replacement of sod which becomes displaced or damaged due to lack of protection or proper care. Crff of CIIANBASSEN REVISED: 2-08 SOD PLACEMENT ENGINEERING DEPARTMENT PIATE NO.: 5303 WASHOUT AREA 0 PLAN E 2'-3" CLEAN STONE 10 WE PLASTIC WING - CONSTRUCTED BERM OR EXCAVATED HE SECTION A -A NOTE(S) 0 Y4' CRUSHED STONE OVERFLOW VEIR UM: NO OVERFLOW ALLOWED; WASHOUT AREA TO BE SELF-CONTAINED 12' 12' MN. 1) PLACEMENT OF WASHOUT AREA SHALL BE AT THE DISCRETION OF THE CONTRACTOR BUT SHALL BE AT LEAST THE MINIMUM DISTANCE FROM THE RIGHT OF WAY AS REWIRED BY LOCAL JURISDICTION AND SHALL BE LOCATED IN SUCH. AMANNER SO THAT CONCRETE TRUCKS MAY PASS THROUGH THE WASHOUT AREA PRIOR TO THE STA81UZED ROCK CONSTRUCTION EXIT. 2) HARDENED MATERIAL SHALL BE BROKEN UP AND CLEANED OUT AS NEEDED TO MAINTAIN A FUNCTIONING WASHOUT AREA VOLUME OR AS DIRECTED BY THE ENGINEER. 3) WASHOUT AREA MUST BE GREATER THAN 50 FEET FROM ANY TREES aff OF CEAN9ASSEN REMSED:2-08 CONCRETE WASHOUT AREA ENGINEERING DEPARTMENT I PLATE NO.: 5304 DESIGN BY: A.G. C.G.S. CHCKD BY: C.G.S. PROJECT NAME co TO .0 ID .0 N _ � PROJECT DESCRIPTION -A 54 LOT SINGLE FAMILY 7 TO = R nw RESIDENTIAL SUBDIVISION O 1" diameter rock filter A26 GinAa .n9 theS'-P�ryoC► r Steel T Posts 24" in ground 660.4 CAPPED ROOF W/DRIP SHIELD (4 -SIDES) 14(355.6) PHOTOELECTRIC CONTROL DEVICE AREA LIGHTING RESEARCH #SST -IES a TWISTLOCK RECEPTACLE, 3-TERMfNAL o 1000W. 240VAC (MAX) C CL c HONE NUMBER U N TD CONTACT- NAME Note: Zip Ties 3 .O_ w_ PHONE NUMBER PHOTOCELL TERMINAL BLOCK 6' C: Z PERMITTED CONSTRUCTION HOURS-MON.-FRI. / \C•. PuB� 1 "-2"WASHED ROCK �. /SO• JS, 4.j/ ti �7ti �Fy 4o eTyti�r 6"MI N DEPTH FORRROWOODCHIPS FOR AOR o o BYO P 000 C� Sip s \MSM v�\o M\C1 18" MINIMUM CUT OFF BERM g0 TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC�ow 7AM-6PM 0 aD oO�Q �� Q� NOTE: Silt fence per MNDOT specifications, source 200, AREA INLET WTH machine Sliced woven GRATE monofilament, 36" wide / fastened to steel T -Posts A with 3(501b) tensile strength plastic zip ties per 1 4' minimum T-Post.(machine sliced) - � 24" - - RUNOFF 112" FILTERED WATER SECTION A A SATURDAY Silt fence per MNDOT ., specifications, SOUfCe 2000, P machine sliced woven monofilament, 36"wide fastened to steel T -Posts with 3(501b) tensile strength plastic zip ties per T -Post. (Machine sliced) 6- Min. Depth of sill - fence embedment. EROSION CONTROL FENCE - TYPE 1 - Note: Type 2 silt fence is the some as type I with hay bales installed as per detail Type 2 to be used to protect all wetlands. Steel T Posts 24" in ground _.dAq 6• Hay ar Straw Bales - - Two vaad stol o d IbrougE bale 15 to 20' into me FRAM, Bales to be receSSM IT Edon ode, ' 9 Zip Ties - _ ' t edea o'e to be Ikd it, a nM-0egra63Ae Y01Nid. P ' EROSION CONTROL - FENCE - TYPE 2 CONTROL POWER TEST SWITCH, 2 -POSITION ® 'AUTO' -'TEST', ALLEN -BRADLEY TYPE 'SOOT' aLTIGHT y800T-H2A. METER SOCKET, 200AMP DOUBLE PADLOCK PROVISION a GFI CIRCUIT BREAKER, 20A/1P r� 8S v W SURGE SUPPRESSOR, SQUARE -D DSA11J a I CONTROL POWER TEST BREAKER. 15AMP/1 0 ,n SEIMENS TYPE 'Ba' FULL DEAD FRONT MAIN CIRCUIT BREAKER 1GOAMP/2P IM a D4281Do CIRCUIT BREAKERS. 2-60A/2P SIEMENS BITYPE 'BO', OR EOUIL. ROOD oaoO CONTACTOR 2-60AMP/2P W/120VAC COIL. Ild ALLEN -BRADLEY TYPE 'IEC', OR EQUAL III II DUPLEX CA RECEPTACLE, 20A. ANGLE IRON BASE FRAME WITH OPEN BOTTOM FRONT ELEVATION RIGHT SIDE ELEVATION 14(355.6) 14(355.6) 1(25.4) 1(25.4 INTERIOR DEVICE MTG. PANEL AND CONTINUOUSLY HINGED DEADFRONT m m OPEN BOTTOM d ANGLE IRON BASE FRAM ( / X 2 % ) o E 3 16" 2" n V w v CONSTRUCTION NOTES: 1. SERVICE CABINET 9fAll BE FABRICATED FROM p2 4AUGE AND NMCED OINW I2ET2 STEEL FOR OUTDOOR All WEATHERPROOF TO HANDLE DOORS CURED (25.a) DIA. MTG. HOLE (4) W/3 -P . PADF SEABL E VAULT VAULT D TO HNiIXE HINGES CORK BE W/. ASS ROKA AND S.S.5.5. w/BROOF PN AND SECURED TO SEDCAUNSi W CES SHAU- HE BASE LAYOUT PShE AINTED PRIMER CARRIAGE BOLTS. EXPOSEDXIDE SURFACES SHALL BE AN OVEN BAKED DARK �GREOENTENA EL. MHD 355F2 350) AND z in ...h keys to be Mrnan:a xeh eocM1 cWNeL 2. SERVICE CABINETS SHALL BE LISTED AND LIBELED "SUITABLE FOR USE AS SFR`ncE ENTRANCE EQUIPMENT'. Preformed r Co Filler Between aSidewalksnc or Concrete Areas sidewalk « andConcrete Foundation c°^ere0e °r°° Approx. t/4" p' Ground Line - '• 6• Mi". 1B" Min 36" Min 2" 2 - Stell Wire Mesh Longer if Directed by the Engineer in the Field Foundation in Sidewalk Foundation in Shoulder or Concrete areas or Boulevard areas NOTES 1. Foundation shall be 6" longer and wider than cabinet base to be installed, or as specified in Plans 2. or Special nuts and washers as approved by cabinet manufacturer. (Number, size, and length of anchor rods shall be as required by the cabinet manufacturer.) 3. Upper part of foundotion shall be beveled err chamfered in o neat manner as directed by the Engineer in the field. Conduit (number and six) into foundation shall be as required in Plans or Special Provision. Top of conduit shall be threaded and capped after instollotion (until signal cables are Installed) shall project 2'-Y' `bo„ concrete and shall be located inside the cabinet base where directed b e Engineer, u shall I no interfere with any cabinet supporting 5. A 5/8' Dm. x 15 ground rod shall be installed in the foundation aprojct members. ' Ysabove concrete. 6. A sidewalk or concrete area shall be on the door side of the cabinet in all cases. T Concrete mix 3A32 Or equal .ter be used for foundation and concrete walk. B. Service enclosure shall be Orientated away from adjacent street/parking lot lighting. ABSOLUTELY!!! NO CONSTRUCTION ACTIVITY, NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK. d MAINTENANCE OR DELIVERIES o CM OF CHANHASSEN ROCK COENSTRANCEON ALLOWED ON SITE OUTSIDE C3 affOF CIiMSEN OFFROAD CB FILTER BARRIER OF THESE HOURS. CN CITY OF C(MSEN SILT FENCE CITY OF CHANHASSEN ENGINEERING DEPARTMENT 952-227-1160 v CMDF CIIAUSEN STREET LIGHT SERVICE CABINET 1. SIGN SHALL HAVE A MINIMUM OF TWO POSTS. 2. INSTALL SIGNS AT ALL CONSTRUCTION ENTRANCES. CITY OF CIiANAfiSSEN SERVICE CABINET FOUNDATION 4. LETTER SIZE TO FIT 8' X 6' SIGN. CITY OF DEVELOPMENT MMSEN INFO SIGN REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.. 5313 FILE NAME: G ENG SPECS 5313 REVISED: 2-08 ENGINEERING DEPARTMENT PUTE NO.: 5301 REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5302 REVISED: 2-08 ENGINEERING DEPARTMENT PUTS NO.: 5300 REVISED: 2 -OB ENGINEERING DEPARTMENT PLATE NO.: 5242 REVISED: 2-O8 ENGINEERING DEPARTMENT PLATE NO.. 5243 FILE NAME:G ENG SPECS 5301 FILE NAME: G ENG SPECS 5302 FILE NAME: G: ENG SPECS 300 FILE NAME G: ENG SPECS 52a2 _RLE NAME:G ENG SPECS 5243 SEDIMENT TRAP AS MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS.,LORETTO, MN. OR SIMILAR SLEOFLARywS Nip Sik40AR05 pilaw Laws AEC S_ % . 9,R Exro.. NLOwI°lE A .. La.➢ n/R Aw5 <iM RAr. cROE ' sTFr . o,., -e1. SAFETY naTOR n/R - 29 CIA Ras- QSRA SAFETY AND RE.,TR R_ ANoa.M WATER, Flow RA2 GNROUGH 119E IF SUBIR) 0.70, cls a 3' neod WVtlWM C ERRM RATE Be. ele Y Is' betel MODEL#CG23 NOTE: Clean filter media after each rain event and replace if filter is clogged with sediment. Remove debris/sediment from receptacle after each rain event. CITYOF 2-08 CATCH BASIN SEDIMENT TRAP ENGINEERING DEPARTMENT I PLATE NO.: 5302A Where the Row of water is sheeting, place sod strips perpendicular to the direction of water flow. F1.IIi OAR14Y*111 Where the flow of water is concentrated, place sod stips parallel to the direction of OVERLAPPING SOD water flow. NOTE: Although pegging on sod Is not specifically required it is understood that the contractor will be responsible for the successful establishment of the sod including repair or replacement of sod which becomes displaced or damaged due to lack of protection or proper care. Crff of CIIANBASSEN REVISED: 2-08 SOD PLACEMENT ENGINEERING DEPARTMENT PIATE NO.: 5303 WASHOUT AREA 0 PLAN E 2'-3" CLEAN STONE 10 WE PLASTIC WING - CONSTRUCTED BERM OR EXCAVATED HE SECTION A -A NOTE(S) 0 Y4' CRUSHED STONE OVERFLOW VEIR UM: NO OVERFLOW ALLOWED; WASHOUT AREA TO BE SELF-CONTAINED 12' 12' MN. 1) PLACEMENT OF WASHOUT AREA SHALL BE AT THE DISCRETION OF THE CONTRACTOR BUT SHALL BE AT LEAST THE MINIMUM DISTANCE FROM THE RIGHT OF WAY AS REWIRED BY LOCAL JURISDICTION AND SHALL BE LOCATED IN SUCH. AMANNER SO THAT CONCRETE TRUCKS MAY PASS THROUGH THE WASHOUT AREA PRIOR TO THE STA81UZED ROCK CONSTRUCTION EXIT. 2) HARDENED MATERIAL SHALL BE BROKEN UP AND CLEANED OUT AS NEEDED TO MAINTAIN A FUNCTIONING WASHOUT AREA VOLUME OR AS DIRECTED BY THE ENGINEER. 3) WASHOUT AREA MUST BE GREATER THAN 50 FEET FROM ANY TREES aff OF CEAN9ASSEN REMSED:2-08 CONCRETE WASHOUT AREA ENGINEERING DEPARTMENT I PLATE NO.: 5304 LOT NO. DRAINAGE & UTILIT EASEMENT SURFACE DRAINAGE FINISHED GRADE AT REAR OF BLDG ELEVATION AT FRONT OF GARAGE LFE =LOW FLOOR ELEVTION FFE = FIRST FLOOR ELEVTION FOR WALK -OUTS: LFE = FINISHED GRADE AT REAR + 0.3 FT FOR LOOK -OUTS: LFE = FINISHED GRADE AT REAR - 3.2 FT FOR ALL, FFE = LFE + 8.4 FT. - BUILDING TYPE W/0 -WALK -OUT L/0 -LOOK-OUT _CL STREET _ TYPICAL LOT (NOT TO SCALE) DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: C.G.S. PROJECT NAME co TO .0 ID .0 N _ � PROJECT DESCRIPTION -A 54 LOT SINGLE FAMILY 7 TO = R nw RESIDENTIAL SUBDIVISION O DEVELOPER- PAME C CL c HONE NUMBER U N TD CONTACT- NAME J 3 .O_ w_ PHONE NUMBER Y 6' C: Z PERMITTED CONSTRUCTION HOURS-MON.-FRI. _ o-no d 7AM-6PM 0 � SATURDAY 9AM-5PM N 0 L ABSOLUTELY!!! NO CONSTRUCTION ACTIVITY, d MAINTENANCE OR DELIVERIES o 0 ALLOWED ON SITE OUTSIDE C3 OF THESE HOURS. CN rUE�3 N CITY OF CHANHASSEN ENGINEERING DEPARTMENT 952-227-1160 v a) NOTES: 1. SIGN SHALL HAVE A MINIMUM OF TWO POSTS. 2. INSTALL SIGNS AT ALL CONSTRUCTION ENTRANCES. 3. SIGN SHALL HAVE WHITE BACKGROUND WITH BLACK LETTERING. 4. LETTER SIZE TO FIT 8' X 6' SIGN. CITY OF DEVELOPMENT MMSEN INFO SIGN REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.. 5313 FILE NAME: G ENG SPECS 5313 LOT NO. DRAINAGE & UTILIT EASEMENT SURFACE DRAINAGE FINISHED GRADE AT REAR OF BLDG ELEVATION AT FRONT OF GARAGE LFE =LOW FLOOR ELEVTION FFE = FIRST FLOOR ELEVTION FOR WALK -OUTS: LFE = FINISHED GRADE AT REAR + 0.3 FT FOR LOOK -OUTS: LFE = FINISHED GRADE AT REAR - 3.2 FT FOR ALL, FFE = LFE + 8.4 FT. - BUILDING TYPE W/0 -WALK -OUT L/0 -LOOK-OUT _CL STREET _ TYPICAL LOT (NOT TO SCALE) DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: C.G.S. PROJ. NO. 08-1227 ORIGINAL DATE: MAY 4, 2009 Z 0 F a 0 W Z 0 U) LU W Q Cl a E m r to TE co TO .0 ID .0 N _ � 7 TO = R nw O �'\ C CL c U N TD J 3 .O_ w_ Y C: Z _ o-no d 0 � N 0 L d Q o 0 C3 CN rUE�3 N v a) to d a J w H L 0-0 COD Q w y W J_ -■ lelllr G Q RON us D ai 99 Q � NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C4.4 TATE APPLE TREE ES S ate\°�Q•O,'�$�\G,��� / KEg8666 GRADING & DRAINAGE P PLAN-���������������° xGag� Gce��'y,t'�y�e- �GO O�x\F. / ' • Baa as .•E`M City of Chanhassen, Minnesota NOTES The information shown on these drawings concerning type and location of r existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One -Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right-of-way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4 -foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. WYOFC, ~P"ta SEN RJEC a uLal JUN 2 2 2009 gME.F.RING PFPT. LEGEND LOT INFORMATION Minimum Lot Area = 15,000 sf (Section 20-615.1) = 0.344 ac Minimum Lot Depth = 125 If (Section 20-615.3) Maximum hard surface coverage = 25% (Section 20-615.5) Setbacks: (Section 20-615.6) Front = 30 feet Rear = 30 feet Side = 10 feet TOTAL LOT HARD SURFACE HARD SURFACE LOT # BLK # AREA (AC) AREA (AC) _ PERCENTAGE 1 1 Existing Well 0.189 Utility Y Pole Q Utility Box © Cable Box ❑T Telephone Box 0.108 * Existing Sanitary Sewer Manhole O$ Proposed Sanitary Sewer Manhole Q Existing Storm Manhole/Catch Basin ® Proposed Storm Manhole/Catch Basin GV 24.0% N Existing Gate Valve GV 24.0% 1 2 Proposed Gate Valve v Existing Hydrant 9F69 SN Proposed Hydrant s Existing Apron LOT INFORMATION Minimum Lot Area = 15,000 sf (Section 20-615.1) = 0.344 ac Minimum Lot Depth = 125 If (Section 20-615.3) Maximum hard surface coverage = 25% (Section 20-615.5) Setbacks: (Section 20-615.6) Front = 30 feet Rear = 30 feet Side = 10 feet TOTAL LOT HARD SURFACE HARD SURFACE LOT # BLK # AREA (AC) AREA (AC) _ PERCENTAGE 1 1 1.749 0.189 10.8% 2 1 1.778 0.175 * 9.8% 3 1 0.437 0.108 * 24.7% 4 1 0.427 0.103 * 24.1% 5 1 0.429 0.103 * 24.0% 6 1 0.434 0.104 * 24.0% 1 2 0.491 0.103 * 21.0% * ASSUMES 3600 SF BLDG FOOTPRINT AND DRIVEWAY AS SHOWN CURB & BITUMINOUS NOTES 1 Removal and disposal of existing street materials as required for construction GosIRNW / is considered incidental. .0� 9 1 X Backfilling of curb is incidental to curb installation. 1 1T 6 5 o � Use traffic control measures in accordance with the Minnesota Manual of 11•, 19j X9°P Uniform Traffic Control Devices (MMUTCD) as necessary whenever grading, :•1 / utility, or paving operation encroach onto adjacent streets or public I; T �90P51: � A '+ right-of-way. F X,G T FFE=92 t q9. =91 Restore disturbed street to existing or better section. .666 11 _ IG9 / EP O !'N Saw -cut existing bituminwa and concrete curb to provide butt -joint. 4) 6 9p 31, 9:- 90��r("FFWp LOT 2 BLOCK 1 -FINAL j' m LOT DESIGN AND.GRADINB TO BE. -APPROVED BY CITY h 5q I J Apple Tree a Tree 906 .. --- Existing Contour .............91& ............ 08-1227 -908- Proposed Contour 910- 100 -YR - oNw Overhead Wire 100 -YR B -B Existing Watermain > Existing Sanitary Sewer » Existing Storm Sewer >>-- Proposed Storm Sewer 909,54 Proposed Retaining Wall x Existing Fence a� Proposed Tree Protection Fence 9F69 SN Proposed Heavy -Duty Silt Fence s MMPermanent Wetland Buffer OWC (See Note #1) B9 : GEI `pl 1 4 1 P�5,1 .. ag2 a925 44 g9 \ 0 111 a9 Z OO4 8E8A II 1�. ao EXIST Ee 9aj4,a2 HOUSE r 4 •., I I t a ° 9oT 9,lap 4 E8 44 I a < I fi � S9d E� L... n \S I I a;5 I 8 O• E0gp410 F.g\t ....I .......... 8\S J gp5.�p it I I I I I J fl N g12 90 i i -':.:.-.:•,.......... .......................:...;. EXISTING BASIN WATER - ELEVATION 889.2 g2 (Per 4/28/2009 field survey) 90 9Oa 906 900 5 ___ oo___- 8°n {011_- 00p0 28 --- <•.• pO ncP p4 9\o. -I ----------------- NOTE #1 (WETLAND BUFFER AREA) NO FERTILIZER TO BE USED IN BUFFER AREA. ALL SEEDED AREAS WITHIN BUFFER AREA TO BE MULCHED IMMEDIATELY WITH NOXIOUS WEED -FREE STRAW AT A RATE OF 1.5 TONS/ACRE. MULCH SHALL BE ANCHORED WITH A DISK OR TACKIFIER. USE MnDOT SEED MIX #325 (84 LBS/ACRE) AND WET FORBS (2 LBS/ACRE). - °' E- - 1. VICINITY MAP E ao 1 N (TO REMAIN) y..9�2gp.5¢i�ca? 0 I I j pf. ,n MpP\.E5 A 92 BIBS g2B.:.�f-G9�N0fl�33':`` y l . Id, a' I N 0 0 E 2 f x 5 8 R 9 6 6 0 L iO G R 2 6 ° I P . 9 a I. N N 5 0 O A, f; I EtpR X 6R - 4 ta I `.. LO ` K 1 I9 Maf. d Q I tp EXIST SE y HO I U 01 `E1 MN 928. M I I :72� 9256 M14W ,. I. (`• c, Xoo� u i ( � I 9I s3 \k\N EXISTING GRAVEL DRIV� I TO BE REPLACED WITH I 896.49 698.53 °BITUMINOUS DRIVE ? i } I 898.60 GARFLR i ) 9�W ,JA,a\N i i I''•... \ \ I 698.85 -o LIMITS OF 7 -TON DESIGNI o �~ I 90648 9 2,68 899.04 899 94 DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 Z F U O W Q �z O d DEPRESSEDAREA #2 DA2 U EXIST ......W 2 -YR 902.47 W 10 -YR 903.29 W 100 -YR 904.05 Z 100 -YR B -B Q q. O 55 W 902.54 911.09110 ecJ 909,54 T s:as I 0 C 9F69 SN "o E 911, d O (TYP) OWC U � 35.69[ Lu 00 .L... 0 N 906 \o\ _O w 910... c'p x70119 l0 N DEPRESSEDAREA #2 DA2 a i`3 EXIST PROP 2 -YR 902.47 901.33 10 -YR 903.29 902.36 100 -YR 904.05 903.21 100 -YR B -B 904.49 903.76 SNOWMELT 9 904.11 902.54 . it I .. ....... x _080 ... 900'l8"•.,• ) 9\ 9a �EVMk. 1,\ .... t3)N .N .� I \ 1911.55 9P 900.58 905.52 688 pP\S, a, t,6, x, '.900.66 GARFLR 90524 XTIO WIDE BITUMINOUS - - _ _ _ _ _ N 900.66, 905.49 , 1 I - - N �I TOE •} : 90F 73 :', `,. '° 1 IVE (7-TOESIGN .. c J 11 I g06\3 EbMV^W I i d I .... I T• t' "S �90X82 901.86 M 1p '.\, I S P`E\OW 1 g8 OGOOR ._ . '.... ( Y o SETBACK Xz D X9 2 . q2 8B\. ...... 4. z 30' SE '�....1 °° I 92q_ a:. F ..-.Ta[o7 1 552 M„Ri d) :( - `: UNE 0 \- rn \ 9A ' 902 84 x 11 X2°W�� N S \ a •,GOR . '..2563 I •PLB� 99.77 .a G 4.G3 904.81 I ( N O O O 90 WX x911.10 a i`3 m W 0 7W :' X �.E �` 9l\O6 0- •p y 91075 GgRFL-R. B- 0 = ' AR HWL p_ C C U� SNOWMELT O x 63 W � '� C 9\2 j 911.17 x91075 3LD W 911.09110 ecJ 909,54 T s:as I 0 C 9F69 SN "o E 911, d O (TYP) 2 9\17.59,5 SSORM,N N N ca 35.69[ 10 .L... 0 N 79� \o\ _O w s � x70119 l0 ` Y aw �6 'x91082, .9k1.31 T 35.54 911.44 902... N m E C 3 b H0D44: TOE :91097 2 t) � a a c 90514 x9A29i EOF 904.45 0) 7 T 9 642 t x903.62 ry x910.50' - X 9002E 42 4 X9 OE 910:99 a 1 I O I 061 )o.19_ 911.06 X '. a2 \\\ \\U�� - 9j051°GOGR •z` I I' C,p of E 908�9L 90414 903.68 9 4.13 904690450 x906.18 ,9i P TGE PT 112A \\\ , B=9 1.5 a - I cY1CT I ( 91 t •' oma. o� '...9p^2 39 9 04.343 \VI i!y N. (' I1 1 1 �___�_:�- -- X_XeZ_9°'4O440W_5W 5'�_�EEI'_M,.",'r--�-_-� _i. i . - ( y_'F$i9,P��E :- : 11`1 L7 / / !1vOp',asOl -ab4.-. ,'9r'yih •- 'O>�`y22 ..b : I: .. �HOUSE �a 9�0o•4:' 5 . .. 9T.0 x5.7 mN E':6 =9240O9 10 6 2B5 910,64 GARFLR ......903.78-923.946�ee =9.2TOE9 5.64 904.54 z03,65 =922.0 903.58 ... 904 03 902.30 TGE3=921 904.27 -TOE 91D.23S0060' 4 I 1 1 it •p NN \: _. 90377 910,24 \\ 82� 970p1 OGCSR _.. ... 905. .. I 90 CK 1;- TO BE.. ` v I I I EOF \\ : =920A } O e I :..I )M GRACED 920.0 NWL �P�P aaa 7W :' X �.E �` 902.23 0- O �•\101 P �:. a :'�--_ \ �) - g20 LO9t�50�6cc B- 0 = ' AR HWL aGONG o, flog 0 SNOWMELT O x 63 g8X•. 9\2 j 8 _ 8 TOE T=920.6 B=$}9.0' MATCH INTO EXISTING HOUSE ecJ 909,54 T PROPOSED POND POND NWL 901.5.' 2 -YEAR WL 902.23 0- 903.17 1 -00 -YEAR H 904:42 . B- 0 = ' AR HWL 905.52: SNOWMELT (TYP) M� -9,01.77 M 5\N I EXIST 113t=918.0 •e' 1EOF •' • , ABLE •• I .. •CURB )24 92,91 > N L X ° (TYP) 902.51 ,c ,ens PROTECT XISTING TRAIL FROM 903.30 (TYP) x 63 g8X•. 94 881\;1; (TVP) F EXIST TOE 3, MATCH INTO EXISTING HOUSE ecJ 909,54 CONCRETE APRON \ s:as I �4 I f[ 9, - ^_ N L_____ _ �_ ___ CBM 6 --------------- 0 ---- ----- -- - - - I i4 305 2\Ni •raj � I V rD � I Fi2 ® t0 . ma 1 rn -9,01.77 M 5\N I EXIST xTOE902- )24 92,91 > N L X ° (TYP) 902.51 ,c ,ens PROTECT XISTING TRAIL FROM 903.30 a53 x 63 g8X•. 94 881\;1; (TVP) F EXIST TOE 3, MATCH INTO EXISTING HOUSE ecJ 909,54 CONCRETE APRON \ s:as I �4 9F69 SN "o E 911, (TYP) N x 901 9\17.59,5 SSORM,N tD (V go 5 55 x70119 l0 903 2 902... 811 x901.81 H0D44: TOE :91097 92GSRP,.. 4 R ND .. fNGE \ ........ 9�`'GEFN1`0 E6EPRN' P 1 EN�o•�OX 92c MBE.` - I EVA P N PROTECT 5 I EXISTING FENCEEXIS S 91 N I HOUSE :tI N..., F, 86 -9,01.77 .0 .... EXIST xTOE902- NECESSARY FOR CONSTRUCTION > N 1 899.41 (TYP) 902.51 ,c ,ens PROTECT XISTING TRAIL FROM 903.30 a53 x 63 g8X•. 94 881\;1; (TVP) F EXIST TOE 3, MATCH INTO EXISTING HOUSE ecJ 909,54 CONCRETE APRON \ s:as F �4 9F69 SN END CURB AT PROPERTY LINE 911, (TYP) N x 901 9\17.59,5 SSORM,N Y go 5 55 x70119 l0 903 2 902... 811 x901.81 H0D44: TOE :91097 2 TNH • x9A29i EOF 904.45 qo i°X T[3E . 9,p x903.62 ry X 9002E 42 4 X9 OE 904: 4 09'j0 9 of\4 VO6 9 , g Ee\S. BG 84 10:10: T•� /. - ... ... 9 � � E �y_, ' ...... N• 1 G .y\0.65. q0 9 8 3 (nX 0� B\t Xcc' 9 P5)5 53 WAX � 8=906.0 9L�a\S PNMN a,ea EXISTING WETLAND Ex RELOCATE EXISTING UTILITIES AS EXIST PROP NECESSARY FOR CONSTRUCTION j a9, 1 899.41 (TYP) 902.51 ,c ,ens PROTECT XISTING TRAIL FROM 903.30 a53 DAMAGE D RING CONSTRUCTION 904.76 94 881\;1; (TVP) F EXIST g894 ec MATCH INTO EXISTING HOUSE ecJ CONCRETE APRON \ s:as F �4 9F69 SN END CURB AT PROPERTY LINE 911, (TYP) 9\17.59,5 SSORM,N EXISTING WETLAND Ex EXIST PROP 2 -YR 901,49 1 899.41 10 -YR 902.51 899.74 1OG-YR 903.30 900.09 100 -YR B -B 904.76 901.11 SNOWMELT 903.87 899.87 DEPRESSED AREA #1(DAD EXIST I PROP 2 -YR 901.49 901.33 10 -YR 902.51 901.74 100 -YR 903.29 902.11 100 -YR B -B 904.47 903.28 SNOWMELT 903.87 901.89 SALVAGE EXISTING WETLAND ORGANIC MATERIALS PRIOR TO GRADING WETLAND. RESPREAD MATERIAL TO MIN. 0.8 -FT THICKNESS TO ACHIEVE FINAL ELEVATIONS SHOWN. USE BWSR MIX W5 0 8 LBS/ACRE TO SEED AND IMMEDIATELY MULCH WITH WEED -FREE STRAW AT 1.5 TONS/ACRE. MULCH SHALL BE ANCHORED WITH A STRAIGHT -SET DISC. co it Cf) V d Z J Z a W a Z W Z Z U NEIL KLINGELHUTZ 9731 Meadowlark Ln X Chanhassen, MN 55317 z PHONE: (612) 685-5580 ,o SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 NORTH 4 0 25 50 11NCH= 50 FEET C1.1 EROSION CONTROL PLAN City of Chanhassen, Minnesota NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Deportment a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. LEGEND lslilv Existing Well rQ, Utility Pole Q Utility Box © Cable Box C.G.S. Telephone Box (� Existing Sanitary Sewer Manhole OProposed Sanitary Sewer Manhole 0 Existing Storm Manhole/Catch Basin ® Proposed Storm Manhole/Catch Basin GV N Existing Gate Valve Gv Proposed Gate Valve Y Existing Hydrant Proposed Hydrant Existing Apron :`1 .-:1:` .: .r a An NPDES permit is required for construction. Permit is to remain on—site at r ;F F FFE=92 T 111 all times. 1E =910.0 Provide rock construction entrance at all locations where construction traffic 886 ! ' I 6 enters onto existing bituminous roadways. I The Owner and Contractor will oversee and be responsible for implementation .00 :•99�• r 9900 " _ '.,� I' i 'g2N. �i2 I of SWPPP, and will be responsible for erosion control measures on—site until q °i� I I'. j rr I R' `o final stabilization has been achieved and a Notice of Termination (NOT) has Zg.F_ CP EXIST been filed with the MPCA. The Contractor and Owner shall make available to .'I I HOUSE the City and Carver County Water Management a list of contacts to be `J` notified if repairs and/or maintenance to site erosion control measures are required. II < i:, :'j•. All BMPs must be maintained with proper function until all site work has been completed and site has undergone final stabilization. ........ .. Contractor to provide designated concrete truck washout area with appropriate signage. Washout area is to be a minimum of 50' from storm drains, ditches, ponds, or other stormwater features. All liquid and solid waste j'•� \\ generated by concrete washout operations must be contained in a leak—proof containment facility or impermeable liner (e.g. compacted clay liner, _:_ _� t6 �!.R. I Impermeable geo—membrane). After waste concrete is set, break—up and dispose of properly. EXISTI \ I HOUSE N \ \ Contractor to provide topsoil stockpiles at location designated by owner. : • .. i i �� I : : '. •°' Po, \ ` Place stockpiles as for from drainageways as possible. Provide silt fence at " •''•i•.• i..t. !? I' \ .. downstream side of stockpile locations. If stockpile is to be inplace longer a'' — — — — — — — — — N than 7 days, Provide seed and mulch. ° j I : '. LQ •• -9J I Any sediment reaching a public or private road shall be removed by street cleaning (not flushing) before the end of each work day. 92q a; After paving, street sweeping and scraping is required for proposed parking lot i II o+ m •F �, 9'y (o and for any tracked sediment onto adjacent streets. All tracked soils must be swept within 24 hours.��. �. J \y All select compact fill to be compacted 95% (optimum) modified proctor. Turf area(s) to be seeded within 14 days after completion of rough grading. I ?� Protect stormwater management features during all phases of construction Us EA —DU on51 T - `.. .. .. ec•,nc n. n•r ♦b ice............ ORIGINAL DATE: JANUARY 15, 2009 9 Z a J F' Z O O Z O W U.1 Existing Contour ELEVATIONLE FIL NEIL KLINGELHLITZ 908— Proposed Contour ED XTI adowlark Ln ., • sen, MN 55317Existing Sanitary Sewer OHW— Overhead Wire --------------------- THROUGH OVMFLOW r Existing Storm Sewer • 'i) `'����,�� •I 7�ai C Proposed Storm Sewer EXTEND -• ARM889.0 ELEVATION I jr -------- CII Proposed Tree Protection Fence.i���.,1/� v _ - `/ / �� •� I, _s_ Proposed Heavy–Duty Silt Fence CDCDCDCDCI� Proposed Retaining Wall v�� ®- ► o , _x_ Existing Fence�y'r« �-!�r��ao - II roe!®, SITE PLANNING approved turf reinforcement mat)p� Wood Fiber Blanket & ENGINEERING Enkamat (or other Engineer PLOWE _vt�.tflyyy�f d6776 LAKE DRIVE Catch Basin Sediment Trap LINO LAKES, MN 55014 rill - SUITE 110PHONE: (651) 210 • i'i� �. �: •7�, �•• . . 0• o NORTH � :°� � �: DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 9 Z a J F' Z O O Z O W U.1 Existing Contour ELEVATIONLE FIL NEIL KLINGELHLITZ 908— Proposed Contour ED XTI adowlark Ln ., • sen, MN 55317Existing Sanitary Sewer OHW— Overhead Wire --------------------- THROUGH OVMFLOW r Existing Storm Sewer • 'i) `'����,�� •I 7�ai C Proposed Storm Sewer EXTEND -• ARM889.0 ELEVATION I jr -------- CII Proposed Tree Protection Fence.i���.,1/� v _ - `/ / �� •� I, _s_ Proposed Heavy–Duty Silt Fence CDCDCDCDCI� Proposed Retaining Wall v�� ®- ► o , _x_ Existing Fence�y'r« �-!�r��ao - II roe!®, SITE PLANNING approved turf reinforcement mat)p� Wood Fiber Blanket & ENGINEERING Enkamat (or other Engineer PLOWE _vt�.tflyyy�f d6776 LAKE DRIVE Catch Basin Sediment Trap LINO LAKES, MN 55014 rill - SUITE 110PHONE: (651) 210 • i'i� �. �: •7�, �•• . . 0• o NORTH � :°� � �: rn � m — — — — — — — Exist 15" Storm MW OR1E50 ERT -1:5 Exist 6" Water I I I I I I r---------------� I I I I i 6 I I I I I I I I I I I I STA - 2+05 I I STA - 1+51 END INV 908.6 I END INV 908.2 1 C.S. ELEV 919.6 C.S. ELEV 920.0 I (ADD V RISER AT END) I I I � 1 f 01 I I � EwsFTVfH O LXISt Hydrant L I r-- o I I � CUT -IN NEW 8" X 4" WYE W/ 5' RISER AT STA 0+49 MAIN INV: 883.61 43'-4" PVC ® 2.08% END INV: 889.5± D ISER AT END) --------------- ----------Exi1N3 st MH \ \ W3?�.unu,.r-�� \� ---------- c BLOCK 1 ' I 3 I I STA - 1+21 I (HYDRANT AND END INV1907.1 PATE VALVE C.S. ELEI� 919 END INV 903.1 I (ADD V RISER AT END) I I I C.S. ELEV 918.8 A , 4 N I I p I i I I I I m W i I �� STA - 0+50 yK (2 RISER) W I END INV 909.0 C.S. ELEV 920.3 COD3� DISPOSAL). CONNECT TO EXISTING 6" WATERMAIN WITH NEW GATE .._. .. _.._ .._.. VALVE AND 6"-45' BEND. axe MH 1 6" X 6" TEE c __lI r__________ ------ 0 jINSTALL NEW STA - 11+01 _ (HYDRANT AND END INV1907.1 PATE VALVE C.S. ELEI� 919 z I N [101 t 1 I A 3 61 > I _. '�. BLOCK 2 L...... .... _._ v —REMOVE AND DISPOSE OF EXISTING W HYDRANT AND GATE VALVE (CONTACT OWNER TO VERIFY COD3� DISPOSAL). CONNECT TO EXISTING 6" WATERMAIN WITH NEW GATE .._. .. _.._ .._.. VALVE AND 6"-45' BEND. '-11.25' BEND CqR /ST qG� t VERIFY ALIGNMENT AND TERMINATION POINT NTH LOT BUILDING AT TIME OF INSTALLATION (LOT 2 BLOCK 1 ONLY) ---------------------- ----------------- ELEV 920.1 ��--------------- ------l 1cr/2 -WATER-SERCIf g 71 ATc t AND 2 BLOCK 1 ONLY) `"�C.S. ELEV 921.9 1 I I I I I 1 i i INSTALL NEW HYDRANT f AND GATE VALVE ---------------------i 0 VERIFY TERMINATION POINT WITH PROPERTY OWNER (LOT 1 BLOCK 1 ONLY) NOTE: ALL SANITARY SEWER SERVICES SHALL BE 6" PVC SDR 26 SOLVENT JOINT. EXIS77NG SA SERVICE( rARY EXISTING WELL (VERIFY WITH OWNER IF TO REMAIN OR BE ABANDONED - IF TO BE ABANDONED, FOLLOW APPLICABLE CODES) CONNECT TO EXISTING MANHOLE WITH OUTSIDE DROP 0 25 50� 1 INCH= 50 FEET 8" r ------- BLOCK 1 I I I I I i SEE SHEET C2.2 FOR ADDITIONAL NOTES AND LEGEND I DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 Exist Sm (REMOVE) 34111, ------------, 1 1 1 1 1 1 1 . 1 SANITARY CONNECTION SCALE HOR 1:50 z _.__... ....._......._, s _ W FL 3 61 VERT. 1:5 _ O _. .... L...... .... _._ .__.._. ..... ... F, W a COD3� .... .... ..................... ._........ _ .._. .. _.._ .._.. _....__ Q z s C5 < NEIL KLINGELHUTZ 9731 Meadowlark Ln •rnc 55317 PHONE: (612) 685-5580 I.n .� .. .. .....^..... ........ .._ ...... ... .... .........._.. ._... - _. ... .... ...... ..._. . _. _. 3+ .. �..�_. ..... ... .. ... ...._. .. ..... ... .. _..... ........... .. .... _.. W7-. ... ... .... ..__... ..._ ... - ... _. ....... ZO._ _..... - 925 __ _ _ _ .. ..._ ..... ....... ... . - ......_..._.. ...... _..._ _.. _.... ..... ..... __. _.. �, 0 VERIFY TERMINATION POINT WITH PROPERTY OWNER (LOT 1 BLOCK 1 ONLY) NOTE: ALL SANITARY SEWER SERVICES SHALL BE 6" PVC SDR 26 SOLVENT JOINT. EXIS77NG SA SERVICE( rARY EXISTING WELL (VERIFY WITH OWNER IF TO REMAIN OR BE ABANDONED - IF TO BE ABANDONED, FOLLOW APPLICABLE CODES) CONNECT TO EXISTING MANHOLE WITH OUTSIDE DROP 0 25 50� 1 INCH= 50 FEET 8" r ------- BLOCK 1 I I I I I i SEE SHEET C2.2 FOR ADDITIONAL NOTES AND LEGEND I DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 Exist Sm (REMOVE) 34111, ------------, 1 1 1 1 1 1 1 . 1 SANITARY CONNECTION ORIGINAL DATE: MAY 4, 2009 O F- a. K U rn O z z O a- < 2 Lu > Z M LL LU o N E w L. a E m ID C mtcd CL )vas to CL c N C M c c - 32W �0 CL 0 Cc N d N t N N m m r v `o r E y3 c ca M c j d 7 T L 0.0 C SCALE HOR 1:50 z _.__... ....._......._, s _ W FL 3 61 VERT. 1:5 _ O _. .... L...... .... _._ .__.._. ..... ... __. ._ W a COD3� C = a� Q z s C5 < NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 I.n .� ........ .._ ...... ... .... .........._.. ._... - _. ... .... ...... ..._. . _. _. 3+ 00 Orn. ......_. .._... _.. .. _.._. ... ..._. _ ... ._.... ..... . ZO._ _..... - 925 __ _ _ Z _ 925 920 920 tl �I Min - �$co-- __ _. ......... .. _. yia). .. .. . �- ..... 915 I .... .. I. _.._ ..... _..._ .__.._. _ __ ..... _ .. _..... I L ......... ..... _/ ........_...... ........_. WATER 91 0 ..� _ EXISTING ROUND .. .. _....... X -Nd 910 OVER PIP _ II ... _.......__. FINISHEDGROU D. 11 OVER PIPE II 905 �.i /—EXIST( WATE G..6......_........ MAIN .- .. 26 905 1 1.9696 . .... ....... 46 LF.I. 4F. _ _ 900 B..DIP.. _. ; _ _._. _...... ..._ _ ... ..... 900 I _I. PC LY -MAP -01P .... RAPDIP..... _. ......... _. ........ I 895 ; _ _ _. _.... .... .._ . _ 895 I 1. CON 4ECT TO EXIST11 IG'MANHOLE .... _...._. ._......... _.......... OUTSIDE DROP (COREDRILL. -.... W/ OR -N -SEAL - ALSO SEE DET IL) 890 890 I 1 ORIGINAL DATE: MAY 4, 2009 O F- a. K U rn O z z O a- < 2 Lu > Z M LL LU o N E w L. a E m ID C mtcd CL )vas to CL c N C M c c - 32W �0 CL 0 Cc N d N t N N m m r v `o r E y3 c ca M c j d 7 T L 0.0 C a z s w W FL 3 61 O al W W Lij L W a COD3� C = a� Q z s C5 < NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-6210 FAX: (651) 361-8701 C20i TRANSITION TO B618 CURB AND GUTTER AT CATCH BASIN (TYP) PROPOSED STREET SIGN (SEE DETAIL) END CURB W/ 3' BEAVER TAIL AND MATCH INTO EXISTING CONCRETE APRON 93 WIN SURMOUNTABLE AND GUTTER (1 YiV V�� i APPLETREELANE vi . .._. N S .. m ROPOSED (SHED _.... a a _ .... ..._- _.. Ct GRADE _ ....... _.....__ _ ... ......._..._ _ _EXISTING GROUND __ .. ...... Clo g ._ g 0RIJ p + N Y7 rn N W Proposed Sanitary Sewer Manhole C.G.S. .... Op Existing Storm Manhole/Catch Basin ............ Utility Box ® El Proposed Storm Manhole/Catch Basin O Cable Box GV O Zd IT] Telephone Box >11 Existing Gate Valve GV J oHw Overhead Wire Proposed Gate Valve mZo Z _ ..... - ... .........._.. ..... .... +. I Proposed Watermain n ...... > ... Existing Apron >— Proposed Sanitary Sewer D Existing Apron >} Existing Storm Sewer rn e`J Co d— ._ ._ c x Existing Fence —JT Nc CD Proposed Retaining Wall o _.. ..... m........ +. vi . .._. N S .. m ROPOSED (SHED _.... a a _ .... ..._- _.. Ct GRADE _ ....... _.....__ _ ... ......._..._ _ _EXISTING GROUND __ .. ...... Clo g Existing Sanitary Sewer Manhole 0RIJ p + N Y7 rn N W Proposed Sanitary Sewer Manhole N.L.0 BLOCK 1 2 RETAINING WALL (SEE GRADING PLAN) -PROPOSED STREET LIGHT (SEE DETAIL — VERIFY LOCATION W/ CITY) 1 SEE TYPICAL RESIDENTIAL STREET SECTION DETAIL ................... . ......................... . R.... ............................ _... II .... 5 . .... ...... a. 0 0 25 50 1 INCH= 50 FEET GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. WATERMAIN NOTES Existing watermain location and size shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Watermain shall be 6" C-900 pipe with DI fittings. An approved plastic film wrap is required on all DIP pipe and fittings. Water services shall be 1" copper type K, except for services to Lots 1 and 2, Block 1, which shall be 1-1/2" copper type K. Hydrants shall be Waterous Pacer WB 67 or Mueller Super Centurion 250. Place hydrants 5' from back of curb. Provide closed cell polystyrene where sanitary sewer or storm sewer crosses within 18" of watermain. See Detail 1005 for typical water service installation SANITARY SEWER NOTES Existing sanitary sewer location, size, and elevation shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Sanitary sewer service pipe and fittings, including wyes, shall be 6" PVC SDR 26 solvent joint and shall be stationed from the downstream manhole. Service locations shall be verified in the field prior to any installations. Notify affected property owners a minimum of (7) days before mobilizing to complete the sanitary sewer connection. See Detail 2001 for typical sanitary sewer service installation STORM SEWER NOTES Field verify size, elevation, and location of existing storm sewer and notify engineer of any discrepancies prior to any installations. Storm sewer shall be DES 3006 Reinforced Concrete Pipe (RCP) with R-4 gaskets. Tie last 3 pipe joints before flared end section (per City Detail 3108) CURB a BITUMINOUS NOTES Removal and disposal of existing street materials as required for construction is considered incidental. Backfilling of curb is incidental to curb installation. Use traffic control measures in accordance with the Minnesota Manual of Uniform Traffic Control Devices (MMUTCD) as necessary whenever grading, utility, or paving operation encroach onto adjacent streets or public right—of—way. Restore disturbed street to existing or better section. Saw—cut existing bituminous and concrete curb to provide butt—joint. LEGEND �S Existing Sanitary Sewer Manhole 0RIJ Existing Well O$ Proposed Sanitary Sewer Manhole C.G.S. Utility Pole Op Existing Storm Manhole/Catch Basin ............ Utility Box ® El Proposed Storm Manhole/Catch Basin © Cable Box GV O Zd IT] Telephone Box >11 Existing Gate Valve GV J oHw Overhead Wire Proposed Gate Valve mZo Z CL D () Existing Watermain v o__ I Proposed Watermain QQ Proposed Hydrant > Existing Sanitary Sewer Existing Apron >— Proposed Sanitary Sewer D Existing Apron >} Existing Storm Sewer rn e`J Co d— ._ ._ c x Existing Fence —JT Nc CD Proposed Retaining Wall o 0 0 25 50 1 INCH= 50 FEET GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. WATERMAIN NOTES Existing watermain location and size shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Watermain shall be 6" C-900 pipe with DI fittings. An approved plastic film wrap is required on all DIP pipe and fittings. Water services shall be 1" copper type K, except for services to Lots 1 and 2, Block 1, which shall be 1-1/2" copper type K. Hydrants shall be Waterous Pacer WB 67 or Mueller Super Centurion 250. Place hydrants 5' from back of curb. Provide closed cell polystyrene where sanitary sewer or storm sewer crosses within 18" of watermain. See Detail 1005 for typical water service installation SANITARY SEWER NOTES Existing sanitary sewer location, size, and elevation shall be verified in the field prior to construction. Notify engineer of any discrepancies prior to any installations. Sanitary sewer service pipe and fittings, including wyes, shall be 6" PVC SDR 26 solvent joint and shall be stationed from the downstream manhole. Service locations shall be verified in the field prior to any installations. Notify affected property owners a minimum of (7) days before mobilizing to complete the sanitary sewer connection. See Detail 2001 for typical sanitary sewer service installation STORM SEWER NOTES Field verify size, elevation, and location of existing storm sewer and notify engineer of any discrepancies prior to any installations. Storm sewer shall be DES 3006 Reinforced Concrete Pipe (RCP) with R-4 gaskets. Tie last 3 pipe joints before flared end section (per City Detail 3108) CURB a BITUMINOUS NOTES Removal and disposal of existing street materials as required for construction is considered incidental. Backfilling of curb is incidental to curb installation. Use traffic control measures in accordance with the Minnesota Manual of Uniform Traffic Control Devices (MMUTCD) as necessary whenever grading, utility, or paving operation encroach onto adjacent streets or public right—of—way. Restore disturbed street to existing or better section. Saw—cut existing bituminous and concrete curb to provide butt—joint. LEGEND �S Existing Sanitary Sewer Manhole 0RIJ Existing Well O$ Proposed Sanitary Sewer Manhole C.G.S. Utility Pole Op Existing Storm Manhole/Catch Basin ❑U Utility Box ® El Proposed Storm Manhole/Catch Basin © Cable Box GV O Zd IT] Telephone Box >11 Existing Gate Valve GV J oHw Overhead Wire Proposed Gate Valve mZo Z CL D () Existing Watermain v Existing Hydrant I Proposed Watermain QQ Proposed Hydrant > Existing Sanitary Sewer Existing Apron >— Proposed Sanitary Sewer D Existing Apron >} Existing Storm Sewer rn e`J Co d— Proposed Storm Sewer to c x Existing Fence —JT Nc CD Proposed Retaining Wall / / / N X i i 0.x 00 0�4 CENTER v G�{UT.p��� / — X CUL-DE-SAC DETAIL 1:30 SCALE CUT-OUT BACK OFA CURB TO ALLOW _ DRAINAGE TO SPILL TO APRON n pig -`_-4P&73_ 1 18.75 66 NC 7q g r BI 82 ,�!/�+� O 118.7 O� ENTRANCE DETAIL 1:30 SCALE DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 Z O a LU 0 Z Z O a U) J a W Z Q LL uJ o O � m a) E m Y > E N a) c oL O Zd w cadmdN C Cyy J 3 ° W mZo Z CL D () y QQ o v N wLmLa do EC 3 rn e`J Co d— to c —JT Nc WN °ca o a 0111111w a W W I Fan Wild to as c Q = Qwe CD W J OW W ILX gco a NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C2.2 APPLE TREE ESTATES STORM WATER POLLUTION PREVENTION PLAN (SWPPPI Ci4l of Chanhassen, Minnesota GENERAL EROSION AND SEDIMENT CONTROL INSPECTIONS AND MAINTENANCE 1. The Permittee(s) (either the owner or operator) must routinely inspect the construction site once every seven (7) days during active construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. 2. All inspections and maintenance conducted during construction must be recorded in writing and these records must be retained with the SWPPP in accordance with RECORD DETENTION. Records of each inspection and maintenance activity shall include: shall include: a. Date and time inspections; b. Name of person(s) conducting inspections; c. Findings of inspections, including recommendations for corrective actions, d. Corrective actions taken (including dates, times, and party completing maintenance activities); e. Date and amount of rainfall events greater than i12 inch (0.5 inches) in 24 hours; and f. Documentation of changes made to the SWPPP. J. Where parts of the construction site have undergone final stabilization, but work remains on other parts of the site, inspections of the stabilized areas may be reduced to once per month. Where work has been suspended due to frozen ground conditions, the required inspections and maintenance must take place as soon as runoff occurs at the site or prior to resuming construction, whichever comes first. 4. All erosion prevention and sediment control BMPs must be inspected to ensure integrity and effectiveness. All nonfunctional BMPs must be repaired, replaced, or supplemented with functional BMPs. The Permitee(s) must investigate and comply with the following inspection and maintenance requirements: a. All silt fences must be repaired, replaced, or supplemented when they become nonfunctional (develop tears, detach from posts, post become dislodged from ground, etc.) or the sediment reaches 1/3 of the height of the fence. These repairs must be made within 24 hours of discovery, or as soon as the field conditions allow access. b. Temporary and permanent sedimentation ponds must be drained and the sediment removed when the depth of the sediment collected in the basin reaches 1/2 the storage volume. Drainage and removal must be completed within 72 hours of discovery or as soon as field conditions allow access. c. Surface waters, including drainage ditches and conveyance systems, must be inspected for evidence of sediment being deposited by erosion. The Permitee(s) must remove all deltas and sediment deposited in surface waters, including drainage ways, catch basins, and other drainage systems, and restabilize the areas where sediment removal results in exposed soil. The removal and stabilization must take place within seven (7) days of discovery unless precluded by legal, regulatory, or physical access constraints. The Permitee shall use all reasonable efforts to obtain access. If precluded, removal and stabilization must take place within seven (7) calendar days of obtaining access. The Permitee is responsible for contacting all local, regional state and federal authorities and receiving any applicable permits, prior to conducting any work. d. Construction site vehicle exit locations must be inspected for evidence off-site sediment tracking onto paved surfaces. Tracked sediment must be removed from all off-site paved surfaces, within 24 hours of discovery, or if applicable, within a shorter time. e• The Permittee(s) are responsible for the operation and maintenance of temporary and permanent water quality management BMPs, as well as all erosion prevention and sediment control BMPs, for the duration of the construction work at the site. The Permittee(s) are responsible until another Permitee has assumed control over areas of the site that have not been finally stabilized or the site has undergone final stabilization, and a Notice of Termination has been submitted to the MPCA (see TERMINATION OF COVERAGE). f. If sediment escapes the construction site, off-site accumulations must be removed in a manner and at a frequency sufficient to minimize off-site impacts (e.g., fugitive sediment in streets could be washed into storm sewers by the next rain and/or pose a safety hazard to users of public streets). 5. All infiltration areas must be inspected to ensure that no sediment from ongoing construction activities is reaching the infiltration area and these areas are protected from compaction due to construction equipment driving across the infiltration area. POLLUTION PREVENTION MANAGEMENT MEASURES The Permitee(s) shall implement the following pollution prevention management measures on the site: i. Solid Waste: Collected sediment, asphalt and concrete millings, floating debris, paper, plastic, fabric, construction and demolition debris and other wastes must be disposed of properly and must comply with MPCA disposal requirements. 2. Hazardous Materials: Oil, gasoline, paint and any hazardous substances must be properly stored, including secondary containment, to prevent spills, leaks or other discharge. Restricted access to storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste must be in compiiance with MPCA regulations. 3. External washing of trucks and other construction vehicle must be limited to a defined area of the site. Runoff must be contained and waste properly disposed of. No engine degreasing is allowed on site. DEWATERING AND BASIN DRAINING 1• Dewatering or basin draining (e.g., pumped discharges, trench/ditch cuts for drainage) related to the construction activity that may have turbid or sediment laden discharge water must be discharged to a temporary or permanent sedimentation basin on the project site whenever possible. If the water cannot be discharged to a sedimentation basin prior to entering the surface water, it must treated with the appropriate BMP, such that the discharge does not adversely affect the receiving water or downstream landowners. The Permittee(s) must ensure that discharge points are adequately protected from erosion and scour. The discharge must be dispersed over natural rock riprop, sand bags, plastic sheeting or other accepted energy dissipation measures. Adequate sedimentation control measures are required for discharge water that contains suspended solids. 2. All water from dewatering or basin draining activities must be discharged in a manner that does not cause nuisance conditions, erosion in receiving channels or on downslope properties, or inundation in wetlands causing significant adverse impact to the wetland. AMENDMENTS TO SWPPP The Permittee(s) must amend the SWPPP as necessary to include additional requirements, such as additional or modified BMPs, designed to correct problems identified or address situations whenever: 1. There is a change in design, construction, operation, maintenance, weather or season conditions that has a significant effect on the discharge of pollutants to surface waters or underground waters; 2. Inspections or investigations by site operators, local, state or federal officials indicate the SWPPP is not effective in eliminating or significantly minimizing the discharge of pollutants to surface waters or underground waters or that the discharges are causing water quality standard exceedances, or 3. The SWPPP is not achieving the general objectives of controlling pollutants in storm water discharges associated with construction activity, or the SWPPP is not consistent with the terms and conditions of this permit. 4. At any time after permit coverage is effective, the MPCA may determine that the project's storm water discharges may cause, have reasonable potential to cause, or contribute to non -attainment of any applicable water quality standard. If MPCA makes such a determination, the MPCA will notify the Permittee(s) in writing. In response, the Permittee(s) must develop a supplemental BMP action plan or appropriate SWPPP amendments describing SWPPP modifications to address the identified concerns and submit information requested by the MPCA, which may include an individual permit application. If MPCA's written notification requires a response, failure to respond within the specified timeframe constitutes a permit violation. FINAL STABILIZATION The Permitee(s) must ensure final stabilization of the site. The Permitee(s) must submit a Notice of Termination within 30 days after final stabilization is complete, or another owner/operator (Permittee) has assumed control over all areas of the site that have not undergone final stabilization. Final stabilization can be achieved in one of the following ways: 1. All soil disturbing at the site have been completed and all soils must be stabilized by a uniform perennial vegetative cover with a density of 70 percent over the entire previous surface area, or other equivalent means necessary to prevent soil failure under erosive conditions and; a. All drainage ditches, constructed to drain water from the site after construction is complete, must be stabilized to preclude erosion; b. All temporary synthetic, and structural erosion prevention and sediment control Best Management Plans (such as silt fence) must be removed as part of the site final stabilization; and c. The Permitee(s) must clean out all sediment from conveyances and from temporary sedimentation basins that are to be used as permanent water quality management basins. Sediment must be stabilized to prevent it from being washed back into the basin, conveyance and drainage ways discharging off-site or to surface waters. The clean out of permanent basins must be sufficient to return the basin to design capacity. 2. For residential construction only, final stabilization has been achieved when temporary erosion protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the Permitee must distribute the MPCA "homeowner fact sheet" to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. RECORD DETENTION The SWPPP, all changes to it, and inspections and maintenance records must be kept at the site during construction by the Permitee who has operational control of that potion of the site. The SWPPP can be kept in either the field office of in an on-site vehicle. All owner(s) must keep the SWPPP, along with the following additional records, on file for three (3) years after submitted of the NOT as outlined in TERMINATION OF COVERAGE. This does not include any records after submittal of the NOT. 1. Any other permits required for the project; 2. Records of all inspection and maintenance conducted during construction 3. All permanent operation and maintenance agreements that have been implemented, including all right of way, contracts, covenants, and other binding requirements regarding perpetual maintenance; and 4. All required calculations for design of the temporary and permanent storm water management systems. TERMINATION OF COVERAGE I. Permittee(s) wishing to terminate coverage under this permit must submit a Notice of Termination (NOT) to the MPCA. Compliance with the permit is required until a NOT is submitted. The Permittee(s) authorization to discharge under this permit terminates at midnight of the day the NOT is signed. 2. All Permittee(s) must submit a NOT within thirty (30) days after one or more of the following conditions have been met: a. Final Stabilization has been achieved on all portions of the site for which the Permitee is responsible (including the removal of all temporary erosion control measures such as silt fence, and if applicable, returning agricultural land to its pre construction agricultural use); b. Another owner/operator (Permitee) has assumed control according to Part II.B.5 of MPCA Permit No. MN R100001 over all areas of the site that have not been finally stabilized; or c. For residential construction only, temporary erosion protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the Permitee must distribute the MPCA's "homeowner factsheet" to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. SITE SPECIFIC EROSION AND E1114up *N WL60 CONTROL A) PROJECT NAME: Apple Tree Estates B) PROJECT LOCATION- 8600 Edgewater Drive (Chanhassen, MN) C) PROJECT DESCRIPTION: The project will consist of the construction of a new public street (cul-de-sac), public utilities, and stormwater facilities. Seven single-family lots will be created - one lot will contain an existing home (to remain) and the remaining lots will be graded for home construction. Soil disturbing activities will include: installation of a rock construction entrance; installation of silt fence where surface run-off leaves site; site grading; storm sewer, watermain, and sanitary sewer installation; building construction including foundation excavation; curb and street construction; and preparation for turf restoration. D) SITE AREAS: E) TOTAL DISTURBED AREA: 3.50 ACRES F) RECEIVING WATERS NAME OF WATER BODY BEFORE CONSTRUCTION AFTER CONSTRUCTION TOTAL SITE AREA 7.4 ACRES TOTAL ESTIMATED IMPERVIOUS 0.6 ACRES 1.4 ACRES TOTAL ESTIMATED PERVIOUS 6.8 ACRES 6.0 ACRES E) TOTAL DISTURBED AREA: 3.50 ACRES F) RECEIVING WATERS NAME OF WATER BODY TYPE OF WATER BODY SPECIAL WATER? IMPAIRED WATER? UNNAMED WETLAND WETLAND NO NO UNNAMED POND POND NO NO LAKE SUSAN LAKE NO YES *** *** Requires no additional BMPs or plan review by MPCA. G) SITE SEQUENCING OF GRADING AND EROSION CONTROL MEASURES: • Prior to any earth disturbing activities, the contractor shall install a rock construction entrance and perimeter silt fence as shown on plan. (Contact City and Watershed to inspect erosion control measures prior to grading operations, if necessary.) Additional silt fence may be necessary If local conditions require. • Excavate ponding area and use as temporary sedimentation basins during construction activities. Upon site stabilization, remove sediment from basins and ensure depths and slopes as shown on the plan are achieved. • Perform site grading on an area -by -area basis to minimize uncompleted areas. As each area is completed, all exposed soils must have temporary erosion control protection or permanent cover according to the following time table: TYPE OF SLOPE TiME* Steeper than 3:1 7 days 10:1 to 3:1 7 days Flatter than 10:1 7 days (* Maximum time an area can remain open when the area is not actively being worked.) All sod, seed, mulch and fertilizer shall conform with the following MnDOT specifications as modified below. ITEM MnDOT SPECIFICATION/NOTES Sod 3878 Seed 3876 * For turf establishment MnDOT Mixture 260 (100 lbs/acre) -OR- MnDOT Mixture 270 (120 lbs/acre) ** For ponding areas (above NWL) MnDOT Mixture 350 (at 84 lbs/acre) Temporary Fall cover Spring/summer 1-2 years cover 2-5 years cover MnDOT Mixture 1008 (100 lbs/acre) MnDOT Mixture 110 (at 100 lbs/acre) MnDOT Mixture 150 (at 40 lbs/acre) MnDOT Mixture 190 (at 60 lbs/acre) Wetland Restoration BWSR W5 (8 lbs/acre) Wetland Buffer MnDOT Mixture 325 (84 lbs/acre) and Wet Forbs (2 lbs/acre) Mulch 3882 (Type 1 - Disc Anchored) Fertilizer 3881 Wood Fiber Blanket 3885 (Category 2) ** To reduce weed establishment, mow 2 to 3 times (30 days apart) during the 1st year with the mower deck about 6" - 8" off the ground. Mow one time during the 2nd year before weeds set their seeds. Burn or mow once every 3-5 years following the initial 2 years of maintenance to remove dead plant material and stimulate new seed. * Mow c minimum of once per 2 weeks • All erosion and sediment control measures shown on the plans or implemented in the field shall be in accordance with the City and NPDES Phase II permit requirements, and the MPCA's "Protecting Water Quality in Urban Areas Best Management Practices for Minnesota." • Dewatering and/or basin draining discharge shall be directed to sedimentation basins wherever possible. All discharge points shall be adequately protected from erosion and scour through the use of approved energy dissipation devices. • The contractor shall pay special attention to all adjacent property lines and make sure the erosion control practices inplace in those areas prevent migration of sediment onto adjacent properties. • Maintain silt fence, including the removal of accumulated sediment, through completion of building construction. Silt fence to be removed only after completion of building construction and upon establishment of vegetation. • Provide wood fiber blanket for all areas of concentrated flow, all slopes 3:1 or greater, and where drainage swales enter stormwater features. • If any slopes appear to be failing, additional silt fence, biorolis and erosion control blanket shall be added as needed. • Provide temporary mulch over all pervious areas. • Final grade swale areas upon stabilization of upstream areas. • Sod all disturbed drainage areas, including swales, pond overflows, around storm sewer flared -end sections, and off-street catch basins. • Upon grading completion the contractor shall provide native topsoil, seed, and mulch anchored with a straight set disc within 48 hours of final grading. • Excess soil should be treated like other exposed soil and stabilized within 72 hours. Any soil stockpiles are to have silt fence placed on downstream sides. • Adjacent streets shall be kept clean of construction materials, dirt, and other undesirable materials. When materials or debris have washed/flowed onto adjacent streets, it is the Contractors responsibility to sweep/scrape streets as necessary or as directed by the City. EROSION CONTROL MEASURES STRUCTURAL PRACTICES 1. Silt Fence - will be installed prior to any grading activities along the perimeter of those portions of the site which are downstream of storm water run-off. 2. Storm water Management - Storm water management will be provided via a proposed ponding basin. 3. Rock Construction Entrance - shall be used at all locations where construction vehicles leave site onto hard surface roads. 4. Storm Sewer Outlet Protection - including rip -rap and geotextile filter fabric shall be used at all pipe outlets to prevent site washouts. 5. Storm Sewer Inlet Protection - Inlet protection shall be provided around the new storm sewer structure inlets. OTHER CONTROLS 1. Construction Waste Materials - All waste materials generated as a result of site construction shall be collected and removed according to all local and/or state waste management regulations by a licensed solid waste management company. The contractor will ensure that all site personnel are instructed in these practices. 2. Hazardous Wastes - All hazardous waste materials shall be stored properly to prevent spills and vandalism. When necessary, hazardous wastes will be disposed of in the manner specified by local and/or state regulation or by the manufacturer. 3. Sanitary Waste - All sanitary waste will be collected from the portable units by a local, licensed water management company, as required by local regulation. 4. Offsite Vehicle Tracking - A rock construction entrance has been provided to help reduce vehicle tracking of sediments. The paved street adjacent to the site entrance shall be swept on an as -needed basis, or as determined by the City. Dump trucks hauling loose materials (sand, topsoil, etc.) to and/or from the site shall be covered with a tarpaulin. 5. Vehicle Cleaning - No engine degreasing is allowed on-site. External washing of vehicles to be confined to a defined area ("bone yard") on-site. Contractor to provide designated concrete truck washout area with appropriate signage. Washout area is to be a minimum of 50' from storm drains, ditches, ponds, or other stormwater features. All liquid and solid waste generated by concrete washout operations must be contained in a leak -proof containment facility or impermeable liner (e.g. compacted clay liner, impermeable geo-membrane). After waste concrete is set, break-up and dispose of properly. INSPECTIONS AND MAINTENANCE PROCEDURES (Also see "Inspections and Maintenance" under "GENERAL EROSION AND SEDIMENT CONTROL) The following are the inspection and maintenance practices that will be used to maintain erosion and sediment controls. • All measures will be maintained in good working order; if a repair is necessary, it will be initiated within 24 hours or report. • A maintenance report will be made after each inspection. ITEM INSTALLA11ON INSPECTION & MAINTENANCE REMOVAL Silt Fence Prior to commencement of Inspect and maintain after each After tributary drainage 8600 Edgewater Rd earthwork operations rain event; remove sediments when areas is stabilized Chanhassen MN 55317 , Phone: it has reached 1/3rd height E-mail: Rock Construction Prior to commencement of Inspect regularly; repair as needed Prior to paving Entrance earthwork operations Fax: Temporary During earthwork operations Inspect and maintain after heavy During final grading Sedimentation Primary E-mail: rainfalls; remove sediment as Alternate Contact E-mail: Basins c d 0 0_ o needed Inlet Protection Within 24 hours of Inspect and maintain after each After tributary drainage Phone: (952) 448-6674 installation rain event; clean/replace when 1/3 areas is stabilized SWPPP Prepared by. capacity is reached Rip -Rap and Filter Within 24 hours of Inspect and maintain at least Permanent Fabric installation annually and after heavy rain Lino Lakes, MN 55014 �'O events Seed and Mulch After final grading Inspect and maintain after heavy Permanent operations rain events; replace wash-out areas immediately CONTACT ON Owner of the Site DESIGN BY: A.G. C.G.S. Aloysius Klingelhutz Primary E-mail: Contact Neal Klingelhutz Alternate Contact Name: 8600 Edgewater Rd .0 0 Chanhassen MN 55317 , Phone: klingelhutz3@msn.com 9 el utz3(alnsn.com E-mail: Fax: (612) 685-5580 Phone: Z c d Fax: Erosion Control Installer and Inspector J 3 2u12 Ron Olson Construction Primary E-mail: Contact Ron Olson Alternate Contact E-mail: 6970 Inwood Rd c d 0 0_ o CO Cologne, MN 55322 Phone: rolsonconstDaol.com Phone: Phone: (952) 448-6674 Fax: n Fax: SWPPP Prepared by. Plows Engineering, Inc. _rn 6776 Lake Dr Ste 100 a) NN CJvI Lino Lakes, MN 55014 �'O Phone: (651) 361-8210 W F r ° DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 W 013 K ¢ W W LL J X 13 1 pZa Q � a Q Z IU -FI -¢ O Z Z LLJ LU a} t - O O Z g W WWgaZ 0 Z > 7 W as 0) Lu�2 CL oX w uJ Z O Z X UUaU)li °'Q0) CD ¢ N N Q 0) 0 ,aim Bio N E s�o ce) S Z 0 coo It .0 0 (Dc E O Z CLW N L 3 Cd O y N W Z c d I- Z N m C a C C ' J J 3 2u12 _ O j C Z m 0 Z W Nae c d 0 0_ o CO @ w V d ¢ m d o «O n ¢ o 0 V) E3 _rn a) NN CJvI �'O y T W F r ° NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWE ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361$701 C3 S Z ~ coo O d _3 W E O Z CLW W a am I- Z a 1119 C Z � _ O j Q, C v W Nae NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWE ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361$701 C3 APPLE TREE ESTATES DETAILS City of Chanhassen, Minnesota NOTES: 1. Shape of back of buttress W may vary as long as poured 22 1/2' BEND against firm undisturbed 90' BEND/TEE earth. 2. Dimension Ci,C2,C3 should B202 be large enough to make B3 angle O equal to or larger 6" than 45". 3. Dimension A1,A2,A3 should V-5" be as Jorge as possible 1'-6"- without interfering with V-5" MJ bolts. 4. a = 45' Minimum. 5. Place polyethylene between 12" concrete & pipe. 6. All bends & fittings shall 2'-0" be restrained with Megalugs 2'-6" thrust restraints or equal 3'-0" e - See nate 4 -N PLAN 90' BENDS CONCRETE SHAT IN CONTACT W11 . THIS QUADRANT OF PIPE PLAN 45' BENDS 0 - See SECTION A -A PLAN 22 1/2' BENDS CITYOF CONCRETE THRUST CMSEN BLOCKING REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 1 002 FILE NAME:G ENG SPECS tOD2 MINIMUM FEET OF RESTRAINED PIPE REQUIRED ON EACH SIDE OF BEND FOR DUCTILE IRON PIPE INCREASE MINIMUM LENGTHS BY THE FOLLOWING AMOUNTS IF PIPE IS WRAPPED IN POLYETHYLENE. 50% INCREASE ON ALL DEAD ENDS. 20% INCREASE ON ALL BENDS. BUTTRESS DIMENSIONS 7.0' COVER W PIPE 22 1/2' BEND 45' BEND 90' BEND/TEE SIZE 21 DI B202 45 B3 03 6" V-5" V-5" V-5" V-5" 2'-1" 1'-6"- a" V-5" l'-5" 2'-1" V-6" 2'-8" 2'-0" 12" V-10" V-10" 3'-4" 2'-0" 4'-9" 2'-6" 16" 3'-0" 2'-0" S-10" 3,-0" 6'-2" S-6" 20" --37-6" 2'-8" 5-6' 3'-4" 8'-4" 4'-0" 24" 4'-4" 3'-0" 6'-10" S-10' 9'-8" 5'-0" 30" - - 9'-3" 6'_0" 17,_0 6'-0" PLAN 90' BENDS CONCRETE SHAT IN CONTACT W11 . THIS QUADRANT OF PIPE PLAN 45' BENDS 0 - See SECTION A -A PLAN 22 1/2' BENDS CITYOF CONCRETE THRUST CMSEN BLOCKING REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 1 002 FILE NAME:G ENG SPECS tOD2 MINIMUM FEET OF RESTRAINED PIPE REQUIRED ON EACH SIDE OF BEND FOR DUCTILE IRON PIPE INCREASE MINIMUM LENGTHS BY THE FOLLOWING AMOUNTS IF PIPE IS WRAPPED IN POLYETHYLENE. 50% INCREASE ON ALL DEAD ENDS. 20% INCREASE ON ALL BENDS. THE TABLE WAS DEVELOPED FROM CRITERIA IDENTIFIED IN THE 1992 EDITION OF "THRUST RESTRAINT DESIGN FOR DUCTILE IRON PIPE", AS PUBLISHED BY THE DUCTILE IRON PIPE RESEARCH ASSOCIATION (DIPRA). THE TABLE ASSUMES COH-GRAN SOIL AND TYPE LAYING CONDITIONS. REFER TO DIPRA FOR MINIMUM LENGTHS IF DIFFERENT SOIL OR LATING CONDITIONS ARE ENCOUNTERED. CITYOF RESTRAINED PIPE CAANIIILSSEN DIP REQUIREMENT REUSED: 2-08ENGINEERING OEPPRTMENi PLATE NO : 1011 FILE NAME: G. ENG SPECS 1011 r w W UJ 0 N N Q N p U U O d N e, W .'. Z R 7.0' COVER W a: 7.5' COVER t 1/8 Bend m 8.0' COVER 2"x2" Marker �1/2 Pipe Diameter Min. See Note 2. PIPE �� 22.5 45 90 " DEAD END 22.5 45 90 DEAD ENO o 22.5 45 90 DEAD END 4" 2 3 8 18 2 3 1 8 18 1 3 8 17 6" 2 5 12 26 2 5 11 25 2 4 11 25 g" 3 6 15 34 3 6 15 33 3 6 14 32 12" 4 9 22 50 4 9 21 48 4 8 20 46 16" 6 12 29 65 5 11 27 63 5 11 26 61 20" 7 15 35 80 7 14 34 77 6 13 32 75 24" 8 17 41 95 8 16 40 92 8 16 38 89 30" 10 21 50 117 10 20 48 113 9 19 46 109 36" 12 24 59 138 11 23 57 133 11 22 54 129 42" 13 28 67 159 13 27 65 153 12 26 62 148 48" 15 31 75 179 14 30 72 173 14 29 69 167 THE TABLE WAS DEVELOPED FROM CRITERIA IDENTIFIED IN THE 1992 EDITION OF "THRUST RESTRAINT DESIGN FOR DUCTILE IRON PIPE", AS PUBLISHED BY THE DUCTILE IRON PIPE RESEARCH ASSOCIATION (DIPRA). THE TABLE ASSUMES COH-GRAN SOIL AND TYPE LAYING CONDITIONS. REFER TO DIPRA FOR MINIMUM LENGTHS IF DIFFERENT SOIL OR LATING CONDITIONS ARE ENCOUNTERED. CITYOF RESTRAINED PIPE CAANIIILSSEN DIP REQUIREMENT REUSED: 2-08ENGINEERING OEPPRTMENi PLATE NO : 1011 FILE NAME: G. ENG SPECS 1011 r w W UJ 0 N N Q N p U U O d N e, W .'. Z R 0 W a: o t 1/8 Bend m J 1( 2"x2" Marker �1/2 Pipe Diameter Min. See Note 2. Sanitary Sewer Gravity Main SANITARY SEWER SERVICE CONNECTION DETAIL Services to be Used in Conjunction with Plastic Pipe Sewer Main for Depths of w 'Nlw .L ,Nn o o S -�' Marker and Point Top 6" of Post Florescent Green. as Exceeds 90 Feet. 3 a a a s K SLEEVES as TYPICAL SANITARY O J Q Z K 1-' � O lV Q ua a a N N REVISED: 2-08 N d O d x W ] ENGINEERING DEPARTMENT ¢ 1 OO9 FILE NAME: G: ENG SPECS 1009 w>1 0 3 w c a W O 0 J aI y t 0 a U w w Z IV Nf N 0 2a0 z m \ U y r a > xvw s'L C w a no Wo = - @ a Q a z o o a F -Z a 22 .0 ODUUr WW L N w,2V1 W a=0_ In zo c�i a� ma aNF$v, OQ¢0 ow r oa�� mw ar z <r --o vZ OO 0 W a "1- rc UVN.o aZm FOU ¢U> ZjJU'F-W FmU WUUU Cts mI-i Q W J a=rca.W Cool- ¢K rW§mw n<w r = W <NaW =1n30�tn xlna Y w U O M a i O a 1- K W 2 Z UZ o x U Z O O o Q N vitt U `O Jh 2 O as v W w �p se o a 0= x In a a� �_ 1bo e, J 3 D. Fm D. z om a Q Up{ s rcz2 a a KUS aw J ams o a�v_i r yax xwa w w a3< mm4 O N W. wiIN zz S" ^ 32 <a. sa= ��;x.M K. �` Y Z PZo wooer <'Us,aa< 0�In�OjW Bad awof 2' z�n o�zNi z Z Pa-Prc UUJZ 0,Z§2O_ Zi a1NN W xSa.In-w<> Dom, U Q00 yja �a3xaa 0 Z gffOF TYPICAL HYDRANT CBANBASSEN INSTALLATION REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 1004 FILE NAME:G: ENG SPECS 1004 C- PL e Fence 9. Pests Z_ a` Wye Plugged End USE 4e m t 1/8 Bend N 6' PVC SDR -26 Pipe Min. Slope 1/4" Per Foot J 1( 2"x2" Marker �1/2 Pipe Diameter Min. See Note 2. Sanitary Sewer Gravity Main SANITARY SEWER SERVICE CONNECTION DETAIL Services to be Used in Conjunction with Plastic Pipe Sewer Main for Depths of Cover with Less Than 16 Feet. NOTES: 1. Solvent Weld all Joints. (Non Gosketed) 2. When Sanitary Sewer Service is not Accompanied by a Water Service in the Some Trench, Instoll a 6' Heavy Metol Fence Post Next to 2 x 2 Marker and Point Top 6" of Post Florescent Green. 3. Cleanout Required on Private Property if Distance from Main to House Exceeds 90 Feet. 4. All pipe shall be bedded on granular borrow 314A or course filter aggregate (3149H). THE SURFACE IS GREATER THAN 8'. SLEEVES 5. Blocking against undisturbed soils. TYPICAL SANITARY 0 f1 �C�IuTTY1 �Oul11llNJpF WSEII SEWER SERVICE REVISED: 2-08 ENGINEERING DEPARTMENT PLATE N0.'. 2001 FILE NAME:G NG SPECS 2001 CE Street Variable PL 6 6' METAL FENCE POST DENOTING CURB BOX. TOP 6" PAINTED BLUE. CURB BOX WITH 1 1/4" STANDPIPE AND STATIONARY ROD. Z in Water Service 1"X7" Corporation Cock 1 Type "K' Copper Concrete Block Support Water Main NOTES: 1. DO NOT PLUG END OF CURB STOP. 2. Add 6" crmped pigtail to curb stop. 3. THE COPPER SERVICE LINE BETWEEN THE MAIN LINE AND CURB BOX SHALL BE ONE CONTINUOUS PIECE. SPLICES WILL NOT BE PERMITTED. 4. CORPORATION COCK TO BE 1"X1" INSIDE DIAMETER. 5. SADDLE REQUIRED ON 6" DIP OR SMALLER MAIN. 6. SADDLES WHEN REQUIRED SHALL BE FORD STYLE F202 DOUBLE STRAP. 7. STAINLESS STEEL SADDLES REQUIRED ON ALL PVC WgTERMAiN. CITYOF TYPICAL WATER CAANSEN SERVICE REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 1 005 FILE NAME: G: ENG SPECS 1005 HOUSE SEWER 6" SDR -26 SANITARY SEWER SERVICE RISER SUPPORTED ON TRENCH SLOPE -� (Xo,Yo) KOR-N-TEE SERVICE CONNECTION OR APPROVED EQUAL 6" TEE CORE DRILLED (x2,Y2) ELEV. ON PLAN YMENT FOR 6" PIPE / POED IN PLACE CONCRETE PIPE BEDDING l SUPPURORT FOR SERVICE VARIABLE PIPE DIAMETER CONNECTION(1 /4 CUBIC YARD MIND RISER SECTION (CUT IN) SANITARY SEWER SERVICE TO BE USED ON A TEE LATERAL CONNECTION INTO THE TRUNK LINE OR DEEP LATERAL LINE. NOTES: 1. Solvent Weld all Joints. (Non Gosketed) 2. (Xx,Yy) Coordinates of service line at any & all fiends and at ROW (in Carver County Coordinates) CITYOF SANITARY SERVICE 0CMSEN 11SEN RISER SECTION (LARGE DIA. RCP) REVISED: 2-08 PLATE NO. FILE NAME: GENG SPECS 2003 : ENGINEERING DEPARTMENT 2003 : waTER DROP LID Tyler Mueller Na. No. 6860 H-10361 7.5' Minimum cover required over top of water main. CHCKD BY: Bibby -Ste -Croix Sigma No. No. B-5160 V8260OW PROVIDE VALVE STEM RISERS TO WITHIN 6" OF THE SURFACE 3, THRUST BLOCKING AT ALL TEES, BENDS, AND IF THE DISTANCE FROM mt AT CERTAIN HYDRANTS. O CL O N THE TOP NUT OF THE VALVE TO 4. ALL FITTINGS, NUTS, AND BOLTS SHALL BE SPRAYED _ USING A BITUMINOUS COAL TAR COAT SUPPLIED BY U THE SURFACE IS GREATER THAN 8'. Grade TOP Tyler No. 6860 26" Mueller No. H-10361 26" Bbby-Ste-Croix No. V8502 27" Sigma No. VB63OG EXTENSION Tyler No. 58 14" No. 59 18" No. 60 24" Mueller No. 58 14" No. 59 20" Bibby -Ste -Croix VB520 No. 57 9" VB521 No. 58 14" V8522 No. 59 20" VB523 No. 60 26" Sigmo No. V8630 BOTTOM 0 Tyler No. 6860 65' Mueller No. H-10361 65" Bibby -Ste -Croix No. VB516 60" Sigma No. VB6302 60" Volve and Box to be r1 plastic wrapped per BASE section 2.03a \l Adjust top to 3/4" below grade. Box to be set to provide 12" of adjustment. Sigma No.VB630 Tyler No. 6860 Mueller No. H-10357 Bibby -Ste -Croix 8-5001 Gate valve box, screw type, 3 piece, 5 1/4" shaft, size G box, 7'-6 extended, y6 round base - GATE VALVE ADAPTER: 1/4" STEEL WITH PROTECTIVE COATING, 1/2" RUBBER GASKET INSTALLED BETWEEN THE GATE VALVE AND GATE VALVE ADAPTER. Mueller or American Flow Control Resilient Wedge Valve L Conforming to AWWA C-515-80 standards with all stainless steel nuts & bolts. 18"X18"XS" concrete block CITYOF GATE VALVE AND OX IMANBASSEN IN TALLA TON REVISED: 2-08 PLATE NO.. ENGINEERING DEPARTMENT 1 OOFJ FILE NAME G. ENG SPECS 1006 Manhole Costing and Adjusting Ring (See Plate 2110) Provide I&I Barrier on all sanitary sewer manhole(see plate 2109) Manhole steps, Neenah R1981J or Aluminum, 16" on center. o Steps Shall be on Downstream Side Unless Pipe Diameter is a 18" or Larger All joints in manhole to have "O"ring rubber gaskets. Infi-shield external seals as required by the Engineer. A Maximum of 2 Short Manhole 4'-0" Risers to be Used Directly Below Cone Section Pipe shall be cut out flush with inside face of wall. 5" �Kor-n-seal required. % SECTION VIEW Minimum thickness of precast base is 6" for 14' deep or less, and increases I" in thickness for every 4' of depth greater than 14'. Precast Inverts Must be 1/2 of Pipe Diameter and Benches Sloped 2" Toward the Invert NOTE: 1. Kor-n-seal manhole or equal considered acceptable alternate. 2. All dog houses shall be grouted on inside and outside. 3. When the manhole or catch basin structure is constructed outside the traveled roadway a witness post .and sign (MH) shall be installed next to the manhole. 0 CITY,OcF STANDARD CMMANHOLE REVISED: 2-08 PLATE N0.. ENGINEERING DEPARTMENT 2101 FILE NAME '0: ENG SPECS 2101 BLOCK (rn c ➢ff�� � frIL gp�gpI ITcI' I1 ='ll T04plillm NOTES: DRAWN BY: 1. MEGALUGS TO BE USED AT ALL MECHANICAL JOINTS. A.G. 2. PLACE CONCRETE BLOCK UNDER ALL GATE VALVES CHCKD BY: PROJ. NO. C.G.S. AND HYDRANTS.. 3, THRUST BLOCKING AT ALL TEES, BENDS, AND mt AT CERTAIN HYDRANTS. O CL O N 4. ALL FITTINGS, NUTS, AND BOLTS SHALL BE SPRAYED _ USING A BITUMINOUS COAL TAR COAT SUPPLIED BY U THE MANUFACTURER. SLEEVES 5. Blocking against undisturbed soils. 3 N w crFYOF TYPICAL 0 MN9ASSEN MEGALUG O LOCATION REVISED: 2-08 N d PLATE NO.: ENGINEERING DEPARTMENT ¢ 1 OO9 FILE NAME: G: ENG SPECS 1009 w>1 0 3 i., E7�2R 3" PLAN SECTION HORSESHOE DETAILS Manhole Casting and Adysting Rin (See Plate 2110) Cut bell from DIP pin with stainless steel repair sleeve or approved equal b I a „A„ 8" DIP 5"- /tee section Horseshoes filled with concrete mortar on all sides (see detail) 1/2 Dia of pipe 1 Poly wrap ductile 27' 79" ZP,ast 8"-1/4 bend Integral with base section SECTION VIEW / 9 Provide I&I Barrier on all sonitory sewer monhole(see plate 2109) Manhole steps, Neenah R1981J or equal, 16" on center. Aluminum steps approved. Manhole steps shall be placed so that offset vertical portion at cone is facing downstream. All 'pints in monhole to have "O"ring rubber gaskets. Infi-shield external seals as required by the Engineer. �A Max. of 2 Short Manhole Risers to be Used Direc Hy Bdow one Section NOTE: 1. Kw -a -seal manhole or approved equal. 2. When the manhole or catch been structure is constructed outside the traveled roadwaywitness a wes post and sign shall installed next to the manhole., 3. Pipe shall be cut .lush with inside tate wall. 4. Alll houses s sholl be grouted the on the Inside and outside. invert 5. Precast invert should be 1/2 Dia. of pipe and benches sloped 2" toward invert. 6. Precast invest is required. 7. Horizontal ductile shall be poly wrapped. `Minimum thickness of pretest base is 6" for 14' deep or less, and increases V in thickness far every 4of depth greater than 14' deep. 0 CITY OF SANITARY SEWER OUTSIDE CgANBASSEPI DROP MANHOLE REVISED: 2-08 PLATE NO.: 2103 ENGINEERING DEPARTMENT FILE NAME G: ENG SPECS 2103 ORIGINAL DATE: MAY 4, 2009 Z 0 I- 0 - O I v 0 Z Zg U 5- (0 Q LU Z cl� LL CO ILI F O 0 N E M D DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 Z 0 I- 0 - O I v 0 Z Zg U 5- (0 Q LU Z cl� LL CO ILI F O 0 N E M D m E m 9 N � � c mt O CL O N Z p N o c c U N (a .T C J 3 N w m Z 6 O ? m a 4) 0 m O In N d Q 0 ma)0�0 d ¢ rn o w 'O O w>1 0 3 w C 0a)O O 0 J N T t 0 a r Q NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C4.1 APPLE TREE ESTATES DETAILS City of Chanhassen, Minnesota / O Eccentric side O of manhole 92 4 - 1" Dia. holes inJ manhole frame evenly spaced PLAN VIEW TOP COVER REMOVED a amne Or Eql 0' e e 4 4 �48•• ECCENTRIC WATERTIGHT MANHOLE CfffOF WATERTIGHT CMSEN MANHOLE REVISED: 2-08 PLATE NO.: 2105 ENGINEERING DEPARTMENT FILE NAME' G: FNG SPECS 2105 Romnek JV{k Or Equal 1�F s ;.N• Washer 1/8" t. 2"o.d..3/4"i d. 2 req./ boll 5/8" galvanized bolt Threaded insert to accept a 3/4"li$` bolt 4 required e • Manhole cone reinforcing 4,. TIE DOWN DETAIL Neenah R -1755G frame and cover or equal with 2 concealed pick holes Manhole Steps, Neenah R1981J or equal, 16"o.c. Aluminum steps approved. "0"- Ring gasket .;&Compactt Backfill ++ + + + + + + ++ + ♦+ + 4 4 + + 12" + + + r . + + + + + + r + + r + + + + + + + + + + + + + + + + + + + + + Embedment ++ + + + + + + + + + + + + + rn1 g{yC+ + + + - Material + ♦+ + + + + + .. +++++ 6" y +r + + + + + + Foundation - If Required (see Note 1) I I I "Be" Denotes outside diameter of pipe NOTES: 1. A soils Engineer will be required to determine the depth of the pipe foundation embedment material if needed. Pipe foundation material shall be in accordance with MNDOT 3149.2H course filter aggregate. 2. P.V.C. bedding shall be MNOOT 3149.28 select granular borrow with 100% passing a 3/4" sieve, and less than 10% passing a NO. 200 sieve. 3. A.B.S. bedding shall be MNDOT 3149.2A select granular borrow with 700% passing a 3/4" sieve and less than 20% passing a NO. 200 sieve. CFFYOF PIPE BEDDING C9AN�15SEN REVISED: 2-08 PLATE NO.: 2203 ENGINEERING DEPARTMENT FILE NAME: G: ENG SPECS 2203 Frame and Cover "1/1 BARRIER '• INNER 1'•1 HDPE OR MANHOLE RING SEAL PRECAST CONCRETE AS MANUFACTURED ADJUSTING RINGS BY "STRIKE PRODUCTS" OR APPROVED EQUAL PRECAST, BLOCK, OR BRICK MANHOLE CONE 27 MASTIC SEAL CORBEL c 4 48" INFI-SHIELD EXTERNAL SEALS AT BARREL AND CONE SECTION JOINTS ON SANITARY APPLICATIONS OR APPROVED EQUAL AS REQUIRED BY THE ENGINEER. NOTES: 1. TRIM TOP OF SEAL TO 1" ABOVE TOP OF RINGS. CASTING SHOULD NM REST ON SEAL. 2. PLACE "MASTIC" ON TOP OF CONE SECTION AND BENEATH SEAL. 3. NOT TO BE USED WHEN THERE ARE MORE THAN 5 RINGS OR NO RINGS. 4. CONTRACTOR SHALL INSTALL THE SEALS, THEN CONTACT THE CITY UTILITY SUPERINTENDENT FOR INSPECTION AT (952) 227-1300. UfYOF I & CI�NtSEN BARRIER REVISED: 2-O8 PLATE NO.: ENGINEERING DEPARTMENT 2109 FILE NAME: G: ENG SPECS 2109 MINIMUM 6" OF— COMPACTED SAND WATERMAIN UNDER STORM SEWER SEWER 3' STYROFOAM INSULATION CPFYOF WATER MAIN CBAN9AS3EN STORM SEWER CROSSING REVISED: 2-08 PVTE NO.: ENGINEERING DEPARTMENT ENG SPECS 2204 2'204 FILE NAME:G NOTES: 1. PRECAST CONCRETE ADJUSTING RINGS SHALL BE BEDDED WITH 1/4" TO 1/2" MORTAR. 2. HDPE ADJUSTING RINGS SHALL BE BEDDED WITH SEALANT MANUFACTURED BY LADTECH INC. OR APPROVED EQUAL. CITY OF MANHOLE CASTING AND CIII�tSEN ADJUSTING DETAIL REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 2110 FILE NAME: G.ENG SPECS 2110 24••x36•• slab opening for Neenah „ R3067 -V or equal OD Note: ( ; 1- V Grate shown 2- VB Grates shall be used at all Ic>; points. Neenah R3067 -V casting and ' --------- grate or equal. t PLAN Minimum of 2 maximum of 5-2•' 6" Conc. collar concrete adjustment rings with full beds of mortar. Precast concrete or HDPE adjusting rings. o 25"-.5" - E 1 , I I I— I 1.5•• BIT. WEAR E shaped to fit the pipe barrel for at 2" BIT BASE NEEHNAH-1979-0207 WITH n Dia+17• Min. v 5" w Qo Q O "Dia" Denotes outside 6'• 2" MIN. RISE OR the Outside Diameter. Z C�I1tTIIY�OF E OR APPROVED EQUALCAST J IN O& 3 ° W 647E CONCRETE JJH ENGINEERING DEPARTMENT below design gutta line grade. below d q " Neenah R -3067-W shell be used of all USTING RINGS Rings shall be set on ABS �i w 0 0 ISOMETRIC Sunnountoble Conerete Curb & Gutta sealant or opproved equal. 2 - II4-60' Lang o 0 Reborn Eoch way THICK CONCRETE n r E 3 0> cCo U a) N LLAR NOTE: 2 -PIECE COVER RISER RINGS ARE NOT ALLOWED. BIT. WEAR COURSE ADJ. DETAIL CASTING SHALL BE NEENAH #R-1642 OR MCI 8309 AND SHALL INCLUDE SELF SEALING r VARIES SEE CHART TYPE LIDS STAMPED SANITARY SEWER OR Q s STORM SEWER AS APPROPRIATE KITH TWO O CONCEALED PICK HOLES _yIL__ f- BIT. BASE OR BINDER tv11N. (2-2"� ADJ. RINGS AND - ° MAX. (3-4) ADJ. RINGSHDPE OR (1-2" RING WITH PRECAST CONCRETE MORTOR = 0.2') ADJUSTING RINGS , 27" 6" THICK CONCRETE COLLAR BIT. BASE OR BINDER COURSE ADJ. DETAIL NOTES: 1. PRECAST CONCRETE ADJUSTING RINGS SHALL BE BEDDED WITH 1/4" TO 1/2" MORTAR. 2. HDPE ADJUSTING RINGS SHALL BE BEDDED WITH SEALANT MANUFACTURED BY LADTECH INC. OR APPROVED EQUAL. CITY OF MANHOLE CASTING AND CIII�tSEN ADJUSTING DETAIL REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 2110 FILE NAME: G.ENG SPECS 2110 24••x36•• slab opening for Neenah „ R3067 -V or equal OD Note: ( ; 1- V Grate shown 2- VB Grates shall be used at all Ic>; points. Neenah R3067 -V casting and ' --------- grate or equal. t PLAN Minimum of 2 maximum of 5-2•' 6" Conc. collar concrete adjustment rings with full beds of mortar. Precast concrete or HDPE adjusting rings. o - - - E 1 , I I I— I The bottom of the trench shall be E shaped to fit the pipe barrel for at Varies 4•-0" Typ. n Dia+17• Min. v 5" w Qo Q O "Dia" Denotes outside 6'• diameter of pipe the Outside Diameter. 6" precast reinforced concrete slob. Top of barrel section under top slob to have Flat top edge sealed with 2 beads of Ramnek or equal. All joints in manhole to have "0ring rubber gaskets. Precast concrete section NOTES: 1. Doghouses shall be grouted on both the outside and inside. 2. No block structures are allowed. Manhole steps, Neenah R1981J or equal, 16" o.c.. Aluminum steps approved. Minimum slob thickness, 6" for 14' (depth. Increase thickness 1" for ro each1 of depth greater than 14', and reinforce with 6"x6" 10/10 mesh. Grout bottom of manhole SECTION diameter at pipe and slope grout 2" toward invert. CFFYOF CATCH BASIN Ifflo SSEN MANHOLE REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 3102 FILE NAME: C. ENG SPECS 3102 Use MNDOT 3149.2A — Granular Borrow Use MNDOT 3149.2H "'= Course Filter Agg. (Pipe Foundation Material if Required) - - - Proctor Density 1 , I I I— I The bottom of the trench shall be Surmountable Cor, & Gotta to be transitioned shaped to fit the pipe barrel for at into a 6918 type at eato Ibasin. least 502 of the outside diameter CalcNbasT Frame & Grate Dia+17• Min. Neenah R-3x67—V or "Dia" Denotes outside V9 Grate. diameter of pipe NOTES: 1. When existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown above. 2. A soils engineer will be required to determine the depth of the pipe foundation embedment material if needed. Pipe foundation material shall be accordance with MNOOT 3149.21H course filter aggregate. CFFYOF PIPE BEDDING CIIANHASSEN IN POOR SOILS REVISED: 2-08 ENGINEERING DEPARTMENTPLATE NO.: 22D1 FILE NAME G' ENG SPECS 2201 � c :Q R `0 5' Min. Transition 5• Min. Transition o In I{ N co Top of I `o X Curb 2" I x Design gutter line grade 2 - #4-60•• LONG Re bars Each way Frame & Costino SECTION A -A No Scale CFI'YOF CURB CONSTRUCTION C9ANBASSEN AT CATCH BASIN REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 3106 FILE NAME: G: ENG SPECS 3106 Compacted Normal Fill Material, Compacted to 95% of the Standard PIPE DIA. Proctor Density 1 , I I I— I _ I Surmountable Cor, & Gotta to be transitioned III -111- 1-1 10.58c into a 6918 type at eato Ibasin. 23 to 38 CY CL.3 CalcNbasT Frame & Grate 62 CY and up CL.4 Neenah R-3x67—V or V9 Grate. to Fit the Pipe Borrel for at Least 50% of the Outside Diameter. Z C�I1tTIIY�OF PIPE BEDDING CBANHASSEN MM J IN O& 3 ° W 647E 7i Catcheto be depresses 2' ENGINEERING DEPARTMENT below design gutta line grade. below d q " Neenah R -3067-W shell be used of all low points. �i w 0 0 ISOMETRIC Sunnountoble Conerete Curb & Gutta No Scale 2 - II4-60' Lang o 0 Reborn Eoch way � c :Q R `0 5' Min. Transition 5• Min. Transition o In I{ N co Top of I `o X Curb 2" I x Design gutter line grade 2 - #4-60•• LONG Re bars Each way Frame & Costino SECTION A -A No Scale CFI'YOF CURB CONSTRUCTION C9ANBASSEN AT CATCH BASIN REVISED: 2-08 PLATE NO.: ENGINEERING DEPARTMENT 3106 FILE NAME: G: ENG SPECS 3106 RIPRAP REQUIREMENTS Compacted Normal Fill Material, Compacted to 95% of the Standard PIPE DIA. Proctor Density 1 , I I I— I _ I I 111 —1 1 11 lit -1 1 1 III -111- 1-1 10.58c 0.513c 23 to 38 CY CL.3 Natural Ground 62 CY and up CL.4 NOTE: The Bottom of the Trench Shall be Shaped to Fit the Pipe Borrel for at Least 50% of the Outside Diameter. Z C�I1tTIIY�OF PIPE BEDDING CBANHASSEN MM J IN O& 3 ° W RCP DIP REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 2 202 n a ao Co FILE NAME C ENC SPECS 2202 0 N RIPRAP REQUIREMENTS - PIPE DIA. RIPRAP REQUIRED 12" TO 24" 8 to 12 CY CL.3 PLAN 27" TO 33" 14 to 20 CY CL.3 36" TO 48" 23 to 38 CY CL.3 54" AND UP 62 CY and up CL.4 (One cubic yard is approximately 2,800 lbs.) RIPRAP UQ -TE I GRANULAR FILTER REQUIRED UNDER RIP RAP AND 2 LAYERS OF 50OX MIRAFI FABRIC OR EQUAL Granular Filter (MNDOT 3601.2B) SECTION A -A Geotextile Filter Type III I RIPRAP N Granular Filter (MNDOT 3601.26) SECTION B -B Geotextile Filter Type III %MdCITYOF RIPRAP CI�ANHASSEN DETAIL REVISED: 2-08 PLATE NO.: 3107 ENGINEERING DEPARTMENT FILE NAME G: ENG SPECS 3107 DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 Z 0 a 0 W UJ 0 Z Z g O D. Tn Q Z W F o a E m w a ro >, E rn to C CID Ci O a N N Z N C_ J J 3 ° W CCO 0 Z n a ao Co CD 0 N w 0 0 Q 0) Cc .LO.• $ Ed. Q o 0 n r E 3 0> cCo U a) N (D C J -ti a > O a Q s O NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWE ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651)361-8210 FAX: (651) C4.2 APPLE TREE ESTATES 'DETAILS Citi of Chanhassen, Minnesota See City Plate No. 3107 for riprop placement. Anchor V_,m_ 0/1 / Tie last 3 pipe joints. -� Use 2 tie bolt fasteners per joint. Install at 60' from top or bottom of pipe. Provide 3 anchor clips to fasten Trash Guard to Flared End Section. Hot dip galvanize after fabrication. Anchor both sides. ISOMETRIC TRASH GUARD SIZING FLARED END SECTION AND TRASH GUARD Pipe Size Bars 'H' Bolts 12"-18" �4"0 4" 5/8;' 1 21"-42" 1' 0 6" 3�4' 48"-72" 1 1/4"0 12" 1' NOTES: 1. All Reinforced Concrete Aprons shall be furnished and installed with Trash Guards. 2. All new Reinforced Concrete Aprons on new pipe shall be tied back 3 pipe lengths back from apron. 3. All new Reinforced Concrete Aprons on existing pipe shall be tied to the first pipe adjacent to the apron. C)TYOF CSEN FLARED END SECTION AND TRASH GUARD REVISED:2-08 ENGINEERING DEPARTMENT PLATE NO.: 3108 FILE NAME: G ENG SPECS 3108 Notch clay sub -grade geotextlle wrap (3733, Type 1) for pipe placement TRENCH DETAIL Perforated PVC, or Dual Wall smooth interior corrugated PE i pipe. 10" PIPE DETAIL ' around collar pipe Aggregate Base PIPe 1. Cleanouts required at ending .points & at 4" perforated pipe geotextile wrap (3733, Type 1) 300 -ft intervals. /2"r spe MnDOT select granular borrow 02 a for all ending points to all draintile. 0 0 Cc L Ed Course Filter Aggregate � o Z ' MnDOT 3149.2H f 12" deep o m a am i m a c c CITY OF N '✓1 4" SUB -SURFACE grade to drain xw VOLrs 2w vLr N5ING DRAINTILE Clay Sub -grade REVISED: 2-08 ENGINEERING DEPARTMENT 4" perforated pipe PLATE NO.: 5233 Notch clay sub -grade geotextlle wrap (3733, Type 1) for pipe placement TRENCH DETAIL Perforated PVC, or Dual Wall smooth interior corrugated PE i pipe. REMSED. 2- ENGINEERING DEPARTMENT 5232 FILE NAME:G: ENG SPECS 5232 NOTES: 1. Grates to be made in (2) PIECES 2. All metal sholl be hot-dipped-golvanized Hole SEE Structure Requires (2) - Piece Grate Per Drawing N.W.L. Hae p ® 4"D.E.D.E See Detail A -A r 57"a 00. 1/4`X1" FLAT STL. (4) 1/2" 0-13 UNC Hex Head Stainless Steel eats With Nuts and Washers 1/4" STEEL PLATE DETAIL A -A INLET PIPE VOTES: -� 1. Standard pipe bedding required on both inlet & outlet pipes. 2. Tie last three pints. Use two tie bolt fasteners per joint. USE DETAIL FOR OUTLET STRUCTURE ON SHEET C2.3 cony Concrete CFFYOF POND OUTLET MMSEN CONTROL STRUCTURE REVISED: 2 -OB PLATE NO. ENGINEERING DEPARTMENT 3109 FlLE NAME:G ENG SPECS 3109 t� 3' Topsoil R"O(1. I `� Grout 6" Conc. PIPE DETAIL ' around collar pipe NOTES: PIPe 1. Cleanouts required at ending .points & at 4" perforated pipe geotextile wrap (3733, Type 1) 300 -ft intervals. /2"r spe 2. Swing ties to be shown on as -bull's 2" min. for all ending points to all draintile. 3. Openings in structure for draintile to Cc L Ed be fabricated or core drilled. n 4. This detail to be used when 2' or more MnDOT 8618 of existing soil sub cut is necessary. a am i m a c c CITY OF CHAMSEN 4" SUB -SURFACE CIIAIII,IIASSEN xw VOLrs 2w vLr N5ING DRAINTILE OB REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: REMSED. 2- ENGINEERING DEPARTMENT 5232 FILE NAME:G: ENG SPECS 5232 NOTES: 1. Grates to be made in (2) PIECES 2. All metal sholl be hot-dipped-golvanized Hole SEE Structure Requires (2) - Piece Grate Per Drawing N.W.L. Hae p ® 4"D.E.D.E See Detail A -A r 57"a 00. 1/4`X1" FLAT STL. (4) 1/2" 0-13 UNC Hex Head Stainless Steel eats With Nuts and Washers 1/4" STEEL PLATE DETAIL A -A INLET PIPE VOTES: -� 1. Standard pipe bedding required on both inlet & outlet pipes. 2. Tie last three pints. Use two tie bolt fasteners per joint. USE DETAIL FOR OUTLET STRUCTURE ON SHEET C2.3 cony Concrete CFFYOF POND OUTLET MMSEN CONTROL STRUCTURE REVISED: 2 -OB PLATE NO. ENGINEERING DEPARTMENT 3109 FlLE NAME:G ENG SPECS 3109 t� 3' Topsoil R"O(1. I `� Grout 6" Cann_. �Obn �$b (O 0, UQ O�Q Aggregate Bose Course Filter Aggregate MnDOT 3149.2H PIPE DETAIL PIPe 0 4" perforated pipe geotextile wrap (3733, Type 1) 1. Cleanouts required at ending points & /2"r spe at 300 -ft intervals. 2" min. 2" MAX. TRENCH DETAIL Perforated PVC. or Dual Wall interior corrugated PE pipe. PL 30' 4" Topsoil, Seed N ?ti Mulch or Sod. Draintile Surmountable- Concrete urmountable- Concrete Curb CL 30' PL Wear Course to be 1/2' e Above Edge of Gutter 1.5 1 1' Draintile 1 1/2"-MNDOT 2350 LVWE35030B Tack Coat - 2357 2"-MNDOT 2350 LVNW350306 12" -Class 5 Aggregate Base, 100% Crushed 24" MNDOT 3149.28 Select Granular Borrow (See Note 7) NOTES 1. Minimum Right -of -Way Required - 60'. 2. Maximum street grade 7.0%. 3. Minimum street grade 0.75%. 4. 4.0" Topsoil placed in disturbed areas. 5. 2 Rolls sod behind curb. 6. The bituminous wearing surface shall be placed the next construction season following placement of the bituminous base. 7. A test roll of the prepared sub rade shall be performed b the owner 0 P P 9 P Y in the presence of a city inspector. The city has the authority t orequire additional subgrade correction based on the test roll. 8. Draintile shall be placed along both sides of roadway. See plate 5232 for details. CITY OF TYPICAL O CBANBASSEN RESIDENTIAL STREET SECTION REVISED: 2-08ENGINEERING DEPARTMENT PLATE N0. 5200 FILE NAME: G:\ENG\SPECS\5200 Finished Grade One piece PVC - SDR. -35 cleonout riser (Size as per plan) (n W K Q Long Turn T -Y SDR. -35 10' Ridgid SDR -35 NOTE: 1. Hub with threaded 2. Solvant weld all clean out metal plug to be set at final glade. Metal top joints.(Non gusted) plug to be mode of such material to allow locates 3. Clean cut shall be spaced via metal detector. of 300 ft intervals. CITY OF SUB -SURFACE C9ANgASSEN PVC DRAINTILE CLEANOUT REVISED: 2-08 PUTS NO.: ENGINEERING DEPARTMENT 5234 RILE NAME. G: ENG SPECS 5236 Grout 6" Cann_. /2 r around Collar PIPE DETAIL PIPe NOTES: Top Bituminous Material 1. Cleanouts required at ending points & /2"r spe at 300 -ft intervals. 1Dft3/4"lp 2. Swing ties to be shown on as-builts for all ending points on all drointile. Cc L Ed 3. Openings in structure for draintile to n be fabricated or core drilled. MnDOT 8618 CITY OF a am i m a c c ALTERNATE 4" CHAMSEN 8" SUB -SURFACE xw VOLrs 2w vLr N5ING s' Dataaa to f YNriPMe DRAINTILE REVISED: 2-08 ENGINEERING DEPARTMENT Top Bituminous Material PLATE NO.: 5233 FILE NAME: G: ENG SPECS 5233 PL 30' 4" Topsoil, Seed N ?ti Mulch or Sod. Draintile Surmountable- Concrete urmountable- Concrete Curb CL 30' PL Wear Course to be 1/2' e Above Edge of Gutter 1.5 1 1' Draintile 1 1/2"-MNDOT 2350 LVWE35030B Tack Coat - 2357 2"-MNDOT 2350 LVNW350306 12" -Class 5 Aggregate Base, 100% Crushed 24" MNDOT 3149.28 Select Granular Borrow (See Note 7) NOTES 1. Minimum Right -of -Way Required - 60'. 2. Maximum street grade 7.0%. 3. Minimum street grade 0.75%. 4. 4.0" Topsoil placed in disturbed areas. 5. 2 Rolls sod behind curb. 6. The bituminous wearing surface shall be placed the next construction season following placement of the bituminous base. 7. A test roll of the prepared sub rade shall be performed b the owner 0 P P 9 P Y in the presence of a city inspector. The city has the authority t orequire additional subgrade correction based on the test roll. 8. Draintile shall be placed along both sides of roadway. See plate 5232 for details. CITY OF TYPICAL O CBANBASSEN RESIDENTIAL STREET SECTION REVISED: 2-08ENGINEERING DEPARTMENT PLATE N0. 5200 FILE NAME: G:\ENG\SPECS\5200 Finished Grade One piece PVC - SDR. -35 cleonout riser (Size as per plan) (n W K Q Long Turn T -Y SDR. -35 10' Ridgid SDR -35 NOTE: 1. Hub with threaded 2. Solvant weld all clean out metal plug to be set at final glade. Metal top joints.(Non gusted) plug to be mode of such material to allow locates 3. Clean cut shall be spaced via metal detector. of 300 ft intervals. CITY OF SUB -SURFACE C9ANgASSEN PVC DRAINTILE CLEANOUT REVISED: 2-08 PUTS NO.: ENGINEERING DEPARTMENT 5234 RILE NAME. G: ENG SPECS 5236 GENERAL NOTES: UMBNG ASSEMBLY SHALL CONTAIN ALL MCOIFlCAnONS NECESSARY TO COMPLY LMM N.SP. GROUP W MAINIENAWE PROGRAM. ME CONTRACTOR SHALL PROVIDE ARE M TURN OVER TO ME CITY. (2) SPARE LUNAIRES YA AND BALLAST ASSEMBUES COMPLETE M ALL COMPONENTS AND MOo1RCMTONS AS REIUIRED. ME EXACT LOCATION OF ALL STREET UGHT ASSEMBLIES SHALL BE STANEO BY ME ENGINEER. MARITIMES BONG PROVIDED ON tws PR"CT SHALL BE INSPECTED AND APPROVED FM LNSTALLAIXW PRIOR TO INSTALLATION FOR ME N.S.P. UAM"ANCE PROGRAM. COOROwATE TMS PROCEDURE WN ME AUMMNZED N.SP. REPRESENTAIME, ALL EXPOSED METAL COMPONENTS SMALL BE FACTORY RMSWD BAKED ALKYD ENAMEL To MAICH CaRLN 4 -YEAR WEAMONNC STEEL AS PER WART SPEC. COMPLETE ASSEMELY SHALL BE STRLICMRALLY DESIGNED FOR 100 MPH MO LOAD FOR EP.A. IMPOSED. ALL UGHT WRES INCLUDING RUNS BETWEEN LIGHT POLES AND STREET OROSSMGS) SHALL BE PLACED IN CIRCUIT, TRUCE BOAS OR HANDHO£S SNAIL eE INSTALLED AT ALL STREET CROSSINGS MAT SERVE AN OPPOSITE SRIE LIGHT POLE, PROWOE BREANAWAY RISE NaOERs LOCATED AT DOOR OPENING NSE: (TREAT "A - 5DOJ-nR6) UYOF LIGHTING CI�AN➢Hu`SEIV POLE REVISED: 2-08 0 PLATE NO.: ENGINEERING DEPARTMENT 5240 FILE NAME: G: ENG SPECS 5240 6" x 24" or 30" or 36" Traffic Sign Double Aluminum Street as Required Sign - Both Directions 0 /8" O.D. anized Steel c an, 12 Guage a 1� a o, Char Plate 2.518. 7' Upper Galvanized Steel Sign Post (2) 5/16" x 1 Post Bolts - Tomperproof with Washers Curb 0 Typical Street 31.8. 7' Anchor Sign Installation Post - Pneumatically Driven Typical Traffic Sign Installation TBolt Post With Sign Post to Post in Concrete Expansion Joint Material r 4 Sides Full Depth L M EI 6 Y� t� Typical Sign Installation Anchor Plate Detail In Concrete Median NOTES: 1. For Boulevard Location of Street Signs and for Traffic Signs. Contact Chanhassen Street Superintendent (952-227-1303). - - 1303. 2. For Material Specifications See Section on 4.11 of Standard Street Specs. 3. Traffic Signs with 9 Sq. Ft. or More of Surface Area and 36" or Larger in Size, Must be Mounted with Two Separate Posts. 4. For Private Streets, Signs Shall be the Some as Above, Except Lettering to be White on Blue Background. CITY OF STREET AND O C9MSEN TRAFFIC SIGN INSTALLATION REVISED: 2-08 PLATE No.: 5217 ENGINEERING DEPARTMENT FILE NAME:G: ENG SPECS 5217 T112-0882 HARDWARE PACKAGE INCLUDES: S (4) I"x4" GALV. CARRIAGE BOLTS FULL THREADS. 0 (4) ROUND FLAT WASHERS. (5) 1" NUTS. (4) LOCK WASHERS. & (4) 3"x 3"xj" TAPPED RETAINING WASHER. T 8.75` TO 17" DIA, BOLT CIRCLE (4) NOTCHES IN SHAFT TO ALLOW BOLT HEAD N ?S CLEARANCE NOTES 1. FINISH. HOT DIP GALVANIZE PER ASTM -A155 (LATEST REVISION). N 2. BASEPLATE TO BE PERPENDICULAR TO SHAFT AXIS (& 1") AND HOLE CENTERLINE CONCENTRIC (4.185) TO SHAFT AXIS. 3. STENCIL MIN 1/21N. LETTERS MANUFACIDRER'S NUMBER AFTER GALVANIZING. 4. PILOT POINT AND SHAFT AXES TO BE CONCENTRIC (+/- 9.66" DIA. 125 F/H) AND IN LINE (+/- 2'). 5. PLANE CUT SLOT PERPENDICULAR TO THE BASEPLATE. 6. PREHEAT, TUMBLEBLAST, HANDGRIND, AND CLEAN BASEPLATE HELIX AND PILOT POINT ON ALL WELDED AREAS. 7. FLAMEOUT IRREGULARITIES PERMISSIBLE. (1) VALLEYS NOT TO EXCEED 3/32" BELOW NOMINAL SURFACE LEVEL. (2) 14 DIA. PEAKS OR POUTIVE IRREGULARITIES NOT TO EXCEED 1/32" ABOVE NOMINAL SURFACE LEVEL OR INTERSECTIONS OF HELIX NOMINAL SURFACES, 8. ALL MATERIAL IS TO BE NEW, UNUSED AND MILL TRACEABLE MEETING THE FOLLOWING SPECIFICATIONS: BASEPLATE ASTM A28 -(LATEST REVISION) STRUCTURAL STEEL (CONFORM TO AASHTO TECH. BUL 1270.) SHAFT, ASTM: A252 -(LATEST REVISION) GRADE 2. STEEL PIPE PILES. ALTERNATE MATERIAL: ASTM ALL RADIAL SECTIONS NORMAL A53 -(LATEST REVISION) TYPE E OR B, GRADE B. TO AXIS +/- }• STEEL PIPE OR ASTM A500 -(LATEST REMSION) GRADE 8 STRUCTURAL STEEL TUBING. HEUX- ASTM A636 -(LATEST REVISION) HOT ROLLED STEEL. PILOT POINT: ASTM A575 -(LATEST REVISION) STEEL -- ^� PITCH BAR. BOLTS: CARR BOLT PER ANSI 810e.1, 845 JAES TGRADE-5. 10. BASEPLATE IS PERMANENTLY STAMPED WITH ALL RADIAL SECTIONS NORMAL MANUFACTURER'S IDENTIFICATION "ABC" IN 1/2" LETTERS AND TO AXIS +/- 3' DATE CODE IN 1/4 LETTERS. 11. HARDWARE SHOULD. BE PACKAGED IN BURLAP BAG AND ATTACHED TO FOUNDATION. HELIX MUST BE FORMED BY MATCHING METAL DIE RECOMENDED TORQUE: NO GREATER THAN 16,000 FT LB (SIDE MEW OF TRUE HELICAL FORM) CITY OF LIGHTING ASSY CHANI�ASSEN BASEEDE AIL REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5241 FILE NAME: G ENG SPECS 5261 I _6"� I_ Distance to k variable /2 r A.G. C.G.S. LUMNAIRE SHALL BE RAVEN SERIES UGHT RAIURE 3"r Top Bituminous Material (RCS -A10 -525 -HJ -F -a -O9 -F3) MANUFACTURED BY SPAULDING TWITTING lR /2"r spe 1Dft3/4"lp er ft 10• Mao ARM MOUNT Cc L Ed n CL o MnDOT 8618 IME In HCMZONTAL OSTRBUMRN a am i m a c c Concrete Curb and Gutter RAT LENS 8" J xw VOLrs 2w vLr N5ING s' Dataaa to f YNriPMe O 1/2.r 3r 1/2"r Top Bituminous Material UanMG STANDARD SYAu BE COR11N SFIF-BEAIHERWG SaPAE TAPPERED STEEL, 1/4va Tt MnDOT 6612 MUERBEMD FUNRA SERIES SOH -SW OR APPIRI EWAL Hee, 25h*t I I I y Concrete Curb and Gutter RoOwABLE MFAmERPROOr TOP COxERPLATE. r - - NOTE: LOTTI STANDARD BASE SHAUL BE TWE -H EASE STEEL B' 12" For Use Only with Private Driveways. ACCESS case SHALL BE REMOVABLE MAIHERPROOF G• A 7 I/A A S HIGH. On Parking Lots, or Medions. 28"R 3 ("J8 16" - 66"R Top Bituminous Material it 10 J ': ' '•. SURMOUNTABLE /2" ; Concrete Curb and Gutter .• t O '30 17 1/2" 10 1/2" za" 4" 8" 1 1/8 r e Bituminous Bituminous Curb Surface ° °<e 6" Shoe Formed N� CITY OF TYPICAL CURB CBMSEN AND GUTTER REVISED: 2-08PLATE ENGINEERING DEPARTMENT NO.: 5203 FILE NAME: G. ENG SPECS 5203 GENERAL NOTES: UMBNG ASSEMBLY SHALL CONTAIN ALL MCOIFlCAnONS NECESSARY TO COMPLY LMM N.SP. GROUP W MAINIENAWE PROGRAM. ME CONTRACTOR SHALL PROVIDE ARE M TURN OVER TO ME CITY. (2) SPARE LUNAIRES YA AND BALLAST ASSEMBUES COMPLETE M ALL COMPONENTS AND MOo1RCMTONS AS REIUIRED. ME EXACT LOCATION OF ALL STREET UGHT ASSEMBLIES SHALL BE STANEO BY ME ENGINEER. MARITIMES BONG PROVIDED ON tws PR"CT SHALL BE INSPECTED AND APPROVED FM LNSTALLAIXW PRIOR TO INSTALLATION FOR ME N.S.P. UAM"ANCE PROGRAM. COOROwATE TMS PROCEDURE WN ME AUMMNZED N.SP. REPRESENTAIME, ALL EXPOSED METAL COMPONENTS SMALL BE FACTORY RMSWD BAKED ALKYD ENAMEL To MAICH CaRLN 4 -YEAR WEAMONNC STEEL AS PER WART SPEC. COMPLETE ASSEMELY SHALL BE STRLICMRALLY DESIGNED FOR 100 MPH MO LOAD FOR EP.A. IMPOSED. ALL UGHT WRES INCLUDING RUNS BETWEEN LIGHT POLES AND STREET OROSSMGS) SHALL BE PLACED IN CIRCUIT, TRUCE BOAS OR HANDHO£S SNAIL eE INSTALLED AT ALL STREET CROSSINGS MAT SERVE AN OPPOSITE SRIE LIGHT POLE, PROWOE BREANAWAY RISE NaOERs LOCATED AT DOOR OPENING NSE: (TREAT "A - 5DOJ-nR6) UYOF LIGHTING CI�AN➢Hu`SEIV POLE REVISED: 2-08 0 PLATE NO.: ENGINEERING DEPARTMENT 5240 FILE NAME: G: ENG SPECS 5240 6" x 24" or 30" or 36" Traffic Sign Double Aluminum Street as Required Sign - Both Directions 0 /8" O.D. anized Steel c an, 12 Guage a 1� a o, Char Plate 2.518. 7' Upper Galvanized Steel Sign Post (2) 5/16" x 1 Post Bolts - Tomperproof with Washers Curb 0 Typical Street 31.8. 7' Anchor Sign Installation Post - Pneumatically Driven Typical Traffic Sign Installation TBolt Post With Sign Post to Post in Concrete Expansion Joint Material r 4 Sides Full Depth L M EI 6 Y� t� Typical Sign Installation Anchor Plate Detail In Concrete Median NOTES: 1. For Boulevard Location of Street Signs and for Traffic Signs. Contact Chanhassen Street Superintendent (952-227-1303). - - 1303. 2. For Material Specifications See Section on 4.11 of Standard Street Specs. 3. Traffic Signs with 9 Sq. Ft. or More of Surface Area and 36" or Larger in Size, Must be Mounted with Two Separate Posts. 4. For Private Streets, Signs Shall be the Some as Above, Except Lettering to be White on Blue Background. CITY OF STREET AND O C9MSEN TRAFFIC SIGN INSTALLATION REVISED: 2-08 PLATE No.: 5217 ENGINEERING DEPARTMENT FILE NAME:G: ENG SPECS 5217 T112-0882 HARDWARE PACKAGE INCLUDES: S (4) I"x4" GALV. CARRIAGE BOLTS FULL THREADS. 0 (4) ROUND FLAT WASHERS. (5) 1" NUTS. (4) LOCK WASHERS. & (4) 3"x 3"xj" TAPPED RETAINING WASHER. T 8.75` TO 17" DIA, BOLT CIRCLE (4) NOTCHES IN SHAFT TO ALLOW BOLT HEAD N ?S CLEARANCE NOTES 1. FINISH. HOT DIP GALVANIZE PER ASTM -A155 (LATEST REVISION). N 2. BASEPLATE TO BE PERPENDICULAR TO SHAFT AXIS (& 1") AND HOLE CENTERLINE CONCENTRIC (4.185) TO SHAFT AXIS. 3. STENCIL MIN 1/21N. LETTERS MANUFACIDRER'S NUMBER AFTER GALVANIZING. 4. PILOT POINT AND SHAFT AXES TO BE CONCENTRIC (+/- 9.66" DIA. 125 F/H) AND IN LINE (+/- 2'). 5. PLANE CUT SLOT PERPENDICULAR TO THE BASEPLATE. 6. PREHEAT, TUMBLEBLAST, HANDGRIND, AND CLEAN BASEPLATE HELIX AND PILOT POINT ON ALL WELDED AREAS. 7. FLAMEOUT IRREGULARITIES PERMISSIBLE. (1) VALLEYS NOT TO EXCEED 3/32" BELOW NOMINAL SURFACE LEVEL. (2) 14 DIA. PEAKS OR POUTIVE IRREGULARITIES NOT TO EXCEED 1/32" ABOVE NOMINAL SURFACE LEVEL OR INTERSECTIONS OF HELIX NOMINAL SURFACES, 8. ALL MATERIAL IS TO BE NEW, UNUSED AND MILL TRACEABLE MEETING THE FOLLOWING SPECIFICATIONS: BASEPLATE ASTM A28 -(LATEST REVISION) STRUCTURAL STEEL (CONFORM TO AASHTO TECH. BUL 1270.) SHAFT, ASTM: A252 -(LATEST REVISION) GRADE 2. STEEL PIPE PILES. ALTERNATE MATERIAL: ASTM ALL RADIAL SECTIONS NORMAL A53 -(LATEST REVISION) TYPE E OR B, GRADE B. TO AXIS +/- }• STEEL PIPE OR ASTM A500 -(LATEST REMSION) GRADE 8 STRUCTURAL STEEL TUBING. HEUX- ASTM A636 -(LATEST REVISION) HOT ROLLED STEEL. PILOT POINT: ASTM A575 -(LATEST REVISION) STEEL -- ^� PITCH BAR. BOLTS: CARR BOLT PER ANSI 810e.1, 845 JAES TGRADE-5. 10. BASEPLATE IS PERMANENTLY STAMPED WITH ALL RADIAL SECTIONS NORMAL MANUFACTURER'S IDENTIFICATION "ABC" IN 1/2" LETTERS AND TO AXIS +/- 3' DATE CODE IN 1/4 LETTERS. 11. HARDWARE SHOULD. BE PACKAGED IN BURLAP BAG AND ATTACHED TO FOUNDATION. HELIX MUST BE FORMED BY MATCHING METAL DIE RECOMENDED TORQUE: NO GREATER THAN 16,000 FT LB (SIDE MEW OF TRUE HELICAL FORM) CITY OF LIGHTING ASSY CHANI�ASSEN BASEEDE AIL REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5241 FILE NAME: G ENG SPECS 5261 DRAWN BY: GENERAL NOTES - TWE R LUMINAIRE: A.G. C.G.S. LUMNAIRE SHALL BE RAVEN SERIES UGHT RAIURE PROJ. NO. C.G.S. (RCS -A10 -525 -HJ -F -a -O9 -F3) MANUFACTURED BY SPAULDING TWITTING lR APPEaIAL. MATURE REa3IREYAENIS ARE � c 10• Mao ARM MOUNT Cc L Ed HIGH PRESSURE SODraM 250 WATTS CL o IME In HCMZONTAL OSTRBUMRN a am i m a c c RAT LENS m J xw VOLrs 2w vLr N5ING u O AAAI SMALL BE RECT.O.A R EXTRUDED AWMNUM RIDE (2153 A CA " 10-4, LONG). C N m Z m o O3 UanMG STANDARD SYAu BE COR11N SFIF-BEAIHERWG SaPAE TAPPERED STEEL, m d MUERBEMD FUNRA SERIES SOH -SW OR APPIRI EWAL Hee, 25h*t I I I y O RoOwABLE MFAmERPROOr TOP COxERPLATE. w N NQ OS LOTTI STANDARD BASE SHAUL BE TWE -H EASE STEEL 1 1 © ACCESS case SHALL BE REMOVABLE MAIHERPROOF G• A 7 I/A A S HIGH. On O PRCWDE INTERNAL GROUND LUG 3 ("J8 RUDER LEADS TO ME LUMMMRE SHALL EXTEND PROM ME PROPER CASTLES M ME BASE cDo OF THE STANDARD THROUGH SFPARAIE 5 AMPERE w -11E -UNE FUSES. SIATABLE 10 J SaOERLESS COsMECTORS SIALL BE USaI. FUSS SHALL BE E(I r0 SUSSMAN IN -ME -LINE WATFRFROCF RTE OLDER MPE HES MM A 8USWAN TWE FNM DUAL a£MENT NY. GENERAL NOTES: UMBNG ASSEMBLY SHALL CONTAIN ALL MCOIFlCAnONS NECESSARY TO COMPLY LMM N.SP. GROUP W MAINIENAWE PROGRAM. ME CONTRACTOR SHALL PROVIDE ARE M TURN OVER TO ME CITY. (2) SPARE LUNAIRES YA AND BALLAST ASSEMBUES COMPLETE M ALL COMPONENTS AND MOo1RCMTONS AS REIUIRED. ME EXACT LOCATION OF ALL STREET UGHT ASSEMBLIES SHALL BE STANEO BY ME ENGINEER. MARITIMES BONG PROVIDED ON tws PR"CT SHALL BE INSPECTED AND APPROVED FM LNSTALLAIXW PRIOR TO INSTALLATION FOR ME N.S.P. UAM"ANCE PROGRAM. COOROwATE TMS PROCEDURE WN ME AUMMNZED N.SP. REPRESENTAIME, ALL EXPOSED METAL COMPONENTS SMALL BE FACTORY RMSWD BAKED ALKYD ENAMEL To MAICH CaRLN 4 -YEAR WEAMONNC STEEL AS PER WART SPEC. COMPLETE ASSEMELY SHALL BE STRLICMRALLY DESIGNED FOR 100 MPH MO LOAD FOR EP.A. IMPOSED. ALL UGHT WRES INCLUDING RUNS BETWEEN LIGHT POLES AND STREET OROSSMGS) SHALL BE PLACED IN CIRCUIT, TRUCE BOAS OR HANDHO£S SNAIL eE INSTALLED AT ALL STREET CROSSINGS MAT SERVE AN OPPOSITE SRIE LIGHT POLE, PROWOE BREANAWAY RISE NaOERs LOCATED AT DOOR OPENING NSE: (TREAT "A - 5DOJ-nR6) UYOF LIGHTING CI�AN➢Hu`SEIV POLE REVISED: 2-08 0 PLATE NO.: ENGINEERING DEPARTMENT 5240 FILE NAME: G: ENG SPECS 5240 6" x 24" or 30" or 36" Traffic Sign Double Aluminum Street as Required Sign - Both Directions 0 /8" O.D. anized Steel c an, 12 Guage a 1� a o, Char Plate 2.518. 7' Upper Galvanized Steel Sign Post (2) 5/16" x 1 Post Bolts - Tomperproof with Washers Curb 0 Typical Street 31.8. 7' Anchor Sign Installation Post - Pneumatically Driven Typical Traffic Sign Installation TBolt Post With Sign Post to Post in Concrete Expansion Joint Material r 4 Sides Full Depth L M EI 6 Y� t� Typical Sign Installation Anchor Plate Detail In Concrete Median NOTES: 1. For Boulevard Location of Street Signs and for Traffic Signs. Contact Chanhassen Street Superintendent (952-227-1303). - - 1303. 2. For Material Specifications See Section on 4.11 of Standard Street Specs. 3. Traffic Signs with 9 Sq. Ft. or More of Surface Area and 36" or Larger in Size, Must be Mounted with Two Separate Posts. 4. For Private Streets, Signs Shall be the Some as Above, Except Lettering to be White on Blue Background. CITY OF STREET AND O C9MSEN TRAFFIC SIGN INSTALLATION REVISED: 2-08 PLATE No.: 5217 ENGINEERING DEPARTMENT FILE NAME:G: ENG SPECS 5217 T112-0882 HARDWARE PACKAGE INCLUDES: S (4) I"x4" GALV. CARRIAGE BOLTS FULL THREADS. 0 (4) ROUND FLAT WASHERS. (5) 1" NUTS. (4) LOCK WASHERS. & (4) 3"x 3"xj" TAPPED RETAINING WASHER. T 8.75` TO 17" DIA, BOLT CIRCLE (4) NOTCHES IN SHAFT TO ALLOW BOLT HEAD N ?S CLEARANCE NOTES 1. FINISH. HOT DIP GALVANIZE PER ASTM -A155 (LATEST REVISION). N 2. BASEPLATE TO BE PERPENDICULAR TO SHAFT AXIS (& 1") AND HOLE CENTERLINE CONCENTRIC (4.185) TO SHAFT AXIS. 3. STENCIL MIN 1/21N. LETTERS MANUFACIDRER'S NUMBER AFTER GALVANIZING. 4. PILOT POINT AND SHAFT AXES TO BE CONCENTRIC (+/- 9.66" DIA. 125 F/H) AND IN LINE (+/- 2'). 5. PLANE CUT SLOT PERPENDICULAR TO THE BASEPLATE. 6. PREHEAT, TUMBLEBLAST, HANDGRIND, AND CLEAN BASEPLATE HELIX AND PILOT POINT ON ALL WELDED AREAS. 7. FLAMEOUT IRREGULARITIES PERMISSIBLE. (1) VALLEYS NOT TO EXCEED 3/32" BELOW NOMINAL SURFACE LEVEL. (2) 14 DIA. PEAKS OR POUTIVE IRREGULARITIES NOT TO EXCEED 1/32" ABOVE NOMINAL SURFACE LEVEL OR INTERSECTIONS OF HELIX NOMINAL SURFACES, 8. ALL MATERIAL IS TO BE NEW, UNUSED AND MILL TRACEABLE MEETING THE FOLLOWING SPECIFICATIONS: BASEPLATE ASTM A28 -(LATEST REVISION) STRUCTURAL STEEL (CONFORM TO AASHTO TECH. BUL 1270.) SHAFT, ASTM: A252 -(LATEST REVISION) GRADE 2. STEEL PIPE PILES. ALTERNATE MATERIAL: ASTM ALL RADIAL SECTIONS NORMAL A53 -(LATEST REVISION) TYPE E OR B, GRADE B. TO AXIS +/- }• STEEL PIPE OR ASTM A500 -(LATEST REMSION) GRADE 8 STRUCTURAL STEEL TUBING. HEUX- ASTM A636 -(LATEST REVISION) HOT ROLLED STEEL. PILOT POINT: ASTM A575 -(LATEST REVISION) STEEL -- ^� PITCH BAR. BOLTS: CARR BOLT PER ANSI 810e.1, 845 JAES TGRADE-5. 10. BASEPLATE IS PERMANENTLY STAMPED WITH ALL RADIAL SECTIONS NORMAL MANUFACTURER'S IDENTIFICATION "ABC" IN 1/2" LETTERS AND TO AXIS +/- 3' DATE CODE IN 1/4 LETTERS. 11. HARDWARE SHOULD. BE PACKAGED IN BURLAP BAG AND ATTACHED TO FOUNDATION. HELIX MUST BE FORMED BY MATCHING METAL DIE RECOMENDED TORQUE: NO GREATER THAN 16,000 FT LB (SIDE MEW OF TRUE HELICAL FORM) CITY OF LIGHTING ASSY CHANI�ASSEN BASEEDE AIL REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5241 FILE NAME: G ENG SPECS 5261 ORIGINAL DATE: MAY 4, 2009 m E m w DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 m E m w or) (o > E m @ N co � c Cc L Ed O CL o Z a am i m a c c U N C 'p C J J 3 2 w C N m Z m o z m d N N w N NQ Cc aa) P Y y -a Q o On ON E a 3 rn cDo 10 J 111 t O '30 E/9 o w ca W �CC i L W N y XX �r = Q ca NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWE ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C4.3 APPLE TREE ESTATES DETAILS City of Chanhassen, Minnesota R R 3 80' 30' (FRONT SETBACK) -- (FRONT SETBACK) 30' 30' -� FINISHED GRADE I WALK -OUT GRADING GRADE I to I T `\?\ ---I to' BASEMENT FLOORS _ in t - - - BASEMENT M)Z O� TYPICAL PAD NOLDDOMS (NOT TO SCALE) 60' Z 30' y 30 FINISHED GRADE (001( -OUT GRADING GRADE 10' a3 - �`?' s N un 0 SEDIMENT TRAP AS MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS.,LORETTO, MN. OR SIMILAR SPSOOG4BOAS AND - ASCuA"U., 6uw"U^ 0G 1, r0w6Ny�111. 5rAAneR05 DES tQQ,[ 918 baron. Au1Cww IE AKLE WE" Lar) - Ass sTmu'n„�xn 001- Ilrri Dr, -9A. Sw`nY Enid, - 21 .. 1926 - aSx• S•'In ."° nr WATER RDW FAT OHROUGH TWE ix RLTER) C.G.S. uAtiw[kh MOTION RATE To u o PROJECT DESCRIPTION -A 54 LOT SINGLE FAMILY (D d C m L RESIDENTIAL SUBDIVISION 1" diameter rock filter DEVELOPER- NAME 14(355.6) CL C PHONE NUMBER A CONTACT- NAME 3.o W PHONE NUMBER 26 660.4 CAPPED ROOF W/GRIP SHIELD (4 -SIDES) 6 C: z 0 PERMITTED CONSTRUCTION HOURS-MON.-FRI. a m oin C1. - 7AM-6PM (7 To _ v am 0 SATURDAY 6irrp SP.n9 lw'_��pC"11 d C r PHOTOELECTRIC CONTROL DEVICE AREA LIGHTING RESEARCH #SST -IES a O) y ,o ABSOLUTELY!!! NO CONSTRUCTION ACTIVITY ¢ o ON -0 MAINTENANCE OR DELIVERIES ONOr Ebo 3 ��Steel T Pasts 24 in ground TWISTLOCK RECEPTACLE, 3 -TERMINAL o OF THESE HOURS. (O a)N 9 C J CITY OF CHANHASSEN ENGINEERING DEPARTMENT 952-.227-1160 NOTES; 1. SIGN SHALL HAVE A MINIMUM OF TWO POSTS. 2. INSTALL SIGNS AT ALL CONSTRUCTION ENTRANCES. 3. SIGN SHALL HAVE WHITE BACKGROUND WITH BLACK LETTERING. 4. LETTER SIZE TO FIT 8' X 6' SIGN. CITY OF 1000W. 240VAC (MAX) caa DEVELOPMENT CgANHASSEN I INFO SIGN REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5313 FILE NAME: G: ENG SPECS 531} Zip Ties Note: W PHOTOCELL TERMINAL BLOCK / QPQ R OQ Do DQQ DQQ ap Silt fence per NNDOT specifications, source 2000, machine SIICed WOVeO monoflament, 36"wide fastened to -0ONTROL POWER TEST SWITCH, 2 -POSITION 'AUTO' -'TEST', ALLEN -BRADLEY TYPE 'SOOT' OLDGHT B00T-H2A. If METER SOCKET, 200AMP Prefarmed Joint Filer Between sidewalk or Sidewa ks ar Concrete Areas anal Concrete FWndahon cmarete area Approx. 1/4" 2" Ground Line POg�\O 1"-2"WASHED ROCK Q ooQ �Ov IN= steel T -Posts with 3501b tensile ( ) T DOUBLE PADLOCK PROVISION GFI CIRCUIT BREAKER, 20A/1T' C • I CE _ Q strength IaStIC 21 ties of g p p p v IN a a SURGE SUPPRESSOR, SQUARE -0 //SDSA117 6" Min. Min 8" Min. NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 T -Post. (Machine sliced) 6" Min. Depth of sit CONTROL POKER TEST BREAKER. 15AMP/1 2" 2" o NOTE: fence em6edmmt. m SEIMENS TYPE '80' Sted Wire Mesh Longer if Directed by the Engineer in the Field 1sFULL DEAD FRONT JS, til/ Silt fence per MNDOT EROSION CONTROL MAIN CIRCUIT BREAKER IOOAMP/2P M N a 426100 dr ti/j b s��TtiF�ry specifications, source 200, AREA INLET WITH A GRATE FENCE -TYPE i CIRCUIT BREAKERS, 2-60A/2P SIEMENS TYPE 'BO', OR EOWL. Foundation in Sidewalk Foundation in Shoulder or Concrete areas or Boulevard areos machine sliced V C monofilament, 36'de wide T 6"MIN.DEPTH FOR ROCK O F 10"MIN.DEPTH FOR WOODCHIPS �' yX- fastened to steel -Posts With ned t o tensile strength Note: oo� oo CONTACTOR 2-60AMP/2P W/120VAC COIL. °III °I ALLEN -BRADLEY TYPE 'IEC•, OR EQUAL OQ �C Cy/o plastic Zip ties per II- 4' minimum 2 tbeence some as I hay bales installed as per detail © oo © DUPLEX CF] RECEPTACLE, 20A. s jN T-Post.(mochine sliced)A `NYc MUM Type 2 toType usedsto protect all we etlandse . ANGLE IRON BASE FRAME WITH OPEN BOTTOM ANGLE NOTES: N 18" MINIMUM CUT OFF BERM 30 M 24" 24 Steel T Posts 24 In ground FRONT ELEVATION RIGHT SIDE ELEVATION shall be 6" longer and wider than cabinet base to be metalled, or as specified in Plans or Special Provisions. TO MINIMIZE RUNOFF FROM SITE _ - 14(355.6) 2. Anchor rods nuts and washers as rove approved by cabinet manufacturer. (Number, size, and length 14(355.6) I(25.4) of anchor rods shop be as required by the cabinet manufacturer.) RUNOFF 121, \n9 1(25:4) 3 Upper part of foundation shall be beveled or chamfered in a neat manner as directed by the FILTER FABRIC W a. INTERIOR DEVICE MTG. PANEL AND CONTINUOUSLY HINGED DEADFRONT Engineer in the field. 4. Conduit (number and size) into foundation shall be as required in Plans or Special Provision. Top 6• m W OPEN BOTTOM of conduit shop be threaded and capped ofter installation (until signal cables ore installed) Hov or Straw eases - - - T. void stakes amm wmayh bale LY to 20' her IM T.M .1 a -ANGLE IRON BASE FRAME (3/16- X Y' X 2' (/) n h - Conduit shall project e: -3' above concrete and shall be located inside the cabinet base where directed by the Engineer, but shall not interfere with any cabinet supporting members. _ - a 5. A 5/8" Dia. x 15ground rod shall be installed in the foundation and project 2"-3" above concrete. 6. A be the door side the Bates to be recessed 6- adow oda W p Ties ed w to he red Xiu o am-D6yrdd an umwa. - CONSTRUCTION NOTES: sidewalk or concrete area shelf on of cabinet in all cases. 7. Concrete mix 3A32 or equal to be used for foundation and concrete walk. R FILTERED WATER - ' i. OSHALL BE FROM arm¢ 8. Service enclosure shall be orientated away from adjacent street/parking lot lighting. NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK - I GALVANIZER R AND STEEL FOR ALL AND S ALL TO STOP MUD MIGRATION THROUGH ROCK. HERDFORMED SERVICE /hINGEO GA R SECUORRED (25.4) DIA. MTG. HALE (4) WEATHERPROOF $ERwCE WHINGED cAANE DOOR SE HA11 W13- PPOLOOKADIF VAULT MRN HANDLE XIXC£S SHALL BE SECTION A A EROSION CONTROL MD BASE LAYOUT T P PRS CARRIAGE Rates EXPOS ll SURFACCES s�L BES c��r•C Tv FFNOE - TYPE 2 PAINTED A PRIMER SHOP COAT N RED OXIDE NHD 3507 AND AN OVEN BAKER DARK GREEN ENAMEL, WHO 3552 • 2 th each keys to De rurnisned x8M1 each cobNel 1. SERVICE CABINETS SHALL BE i1STE] AND LADE_EO "SUITABLE USE AS SERVICE ENTRANCE EWIPNENT'. CPFYOF ROCK COENTRANCEON C11YOF OFFROAD CB CITY OF SILT CITY OF STREET LIGHT C111YOF SERVICE CABINET C�iNBASSEN CBANIIASSEN FILTER BARRIER FENCE CMSEN SERVICE CABINET MMSEN FOUNDATION REVISED: 2-08 ENGINEERING DEPARTMEM PLATE NO.: 5301 REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5302 REVISED: 2-06 ENGINEERING DEPARTMENT PLATE NO.: 5300 REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5242 REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5243 FILE NAME G: ENG SPECS 5}01 FILE NAME: G: ENG SPECS 5302 FILE NAME: G: ENG SPECS 5300 FILE NAME G: ENG SPECS 5242 FILE NAME:G ENG SPECS 5243 SEDIMENT TRAP AS MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS.,LORETTO, MN. OR SIMILAR SPSOOG4BOAS AND - ASCuA"U., 6uw"U^ 0G 1, r0w6Ny�111. 5rAAneR05 DES tQQ,[ 918 baron. Au1Cww IE AKLE WE" Lar) - Ass sTmu'n„�xn 001- Ilrri Dr, -9A. Sw`nY Enid, - 21 .. 1926 - aSx• S•'In ."° nr WATER RDW FAT OHROUGH TWE ix RLTER) C.G.S. uAtiw[kh MOTION RATE MODEL#CG23 so. tlf O I5' `w. NOTE: Clean filter media after each rain event and replace if filter is clogged with sediment. Remove debris/sediment from receptacle after each rain event. CM OF CHANBASSEN z-oe CATCH BASIN SEDIMENT TRAP I PATE No.: 5302A ENGINEERING DEPARTMEM OF O`R";- O� Where the flow of water is sheeting, place sod strips perpendicular to the direction of water flow. SHINGLING SOD E O O`�PZ`vR ��O �6 Where the flow of water is concentrated, place sod stips parallel to the direction of OVERLAPPING SOD Water flow. NOTE: Although pegging on sod is not specifically required it is understood that the contractor will be responsible for the successful establishment of the sod including repair or replacement of sod which becomes displaced or damaged due to lock of protection or proper care. CITYOF SOD CgAUSEN PLACEMENT REVISED: 2-08 PLATE ND.: ENGINEERING DEPARTMENT 5303 LULL.21U:2 ENG SPECS 5303 Q' 2'-3" CRUXD STONE �- OVERFLOW MIR NOTE: NO OVERFLOW ALLOWED; WASHOUT AREA TO BE SELF-CONTAINED WASHOUT AREA P PLAN ACCEPTABLE ATTA016ENT TO KEEP LINER IN PLACE 2"-3"CLEVI STONE 10 W. PLASTIC L"WO t2" WASHOA yap 12' NTN. CONSTRUCTED BERM LN EXCAVATED PIT SECTION A -A NOTE(S): 1) PLACEMENT OF WASHOUT AREA SHALL BE AT THE DISCRETION OF THE CONTRACTOR BUT SHALL BE AT LEAST THE MINIMUM DISTANCE FROM THE RIGHT OF WAY AS REQUIRED BY LOCAL JURISOICTION AND SHALL BE LOCATED IN SUCH A MANNER SO THAT CONCRETE TRUCKS MAY PASS THROUGH THE WASHOUT AREA PRIOR TO THE STABILIZED ROCK CONSTRUCTION EXIT. 2) HARDENED MATERIAL SHALL BE BROKEN UP AND CLEANED OUT AS NEEDED TO MAINTAIN A FUNCTIONING WASHOUT AREA VOLUME OR AS DIRECTED BY ME ENGINEER. 3) WASHOUT AREA MUST BE GREATER THAN 50 FEET FROM ANY TREES. MOP CONCRETE C9ANIIASSEN I WASHOUT AREA REVISED: 2 -OB PLATE NO.: ENGINEERING DEPARTMENT 5304 FILE NAME G ENG SPECS 5304 8 DESIGN BY: A.G. C.G.S. CHCKD BY: PROJECT NAME C.G.S. 08-1227 To u o PROJECT DESCRIPTION -A 54 LOT SINGLE FAMILY (D d C m L RESIDENTIAL SUBDIVISION '604(2 DEVELOPER- NAME CL C PHONE NUMBER @ C C CONTACT- NAME 3.o W PHONE NUMBER 6 C: z 0 PERMITTED CONSTRUCTION HOURS-MON.-FRI. a m oin C1. - 7AM-6PM (7 To _ v am 0 SATURDAY ¢ d C 9AM-5PM O) y ,o ABSOLUTELY!!! NO CONSTRUCTION ACTIVITY ¢ o ON -0 MAINTENANCE OR DELIVERIES ONOr Ebo 3 ALLOWED ON SITE OUTSIDE C ( @ OF THESE HOURS. (O a)N 9 C J CITY OF CHANHASSEN ENGINEERING DEPARTMENT 952-.227-1160 NOTES; 1. SIGN SHALL HAVE A MINIMUM OF TWO POSTS. 2. INSTALL SIGNS AT ALL CONSTRUCTION ENTRANCES. 3. SIGN SHALL HAVE WHITE BACKGROUND WITH BLACK LETTERING. 4. LETTER SIZE TO FIT 8' X 6' SIGN. CITY OF caa DEVELOPMENT CgANHASSEN I INFO SIGN REVISED: 2-08 ENGINEERING DEPARTMENT PLATE NO.: 5313 FILE NAME: G: ENG SPECS 531} LOT NO. DRAINAGE & UTILITY EASEMENT SURFACE DRAINAGE FINISHED GRADE AT REAR OF BLDG ELEVATION AT FRONT OF GARAGE LFE = LOW FLOOR ELEVTION FFE = FIRST FLOOR ELEVTION FOR WALK -OUTS: LFE = FINISHED GRADE AT REAR + 0.3 FT FOR LOOK -OUTS: LFE = FINISHED GRADE AT REAR - 3.2 FT FOR ALL FFE = LFE + 8.4 FT. BUILDING TYPE _ W/O -WALK -OUT L/0 -LOOK-OUT CE STREET _ TYPICAL LOT (NOT TO SCALE) DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROJ. NO. C.G.S. 08-1227 ORIGINAL DATE: MAY 4, 2009 Z O a C) U W GO 0 Z zg O D. U) W Z M UL F O to N E m Co > E To u o (D d C m L '604(2 CL C @ C C 3.o W C: z 0 a m oin C1. - (7 To _ v am 0 ¢ d C O) y ,o ¢ o ON -0 ONOr Ebo 3 C ( @ (O a)N 9 C J a) 7 T W (Do caa C y W rA () J_ G LU IN= H C CE _ Y QE v NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-8210 FAX: (651) 361-8701 C4m4 M o / ^ 0 1 %\ GV GV \EXISTING rt HOUSE m(TO REMAIN) 0 j w 14 LEGEND Existing Well Utility Pole Utility Box Cable Box Telephone Box Existing Sanitary Sewer Manhole Proposed Sanitary Sewer Manhole Existing Storm Manhole/Catch Basin Proposed Storm Manhole/Catch Basin Existing Gate Valve Proposed Gate Valve Existing Hydrant Proposed Hydrant Existing Apron 0 Apple Tree = 6.89 acres Tree A Tree Removed OHW Overhead Wire = 3.03 acres Existing Watermain 7"71ia americana Proposed Watermain > Existing Sanitary Sewer is 35% (Section 18-61.d.2). Proposed Sanitary Sewer >— is multiplied by 1.2. Existing Storm Sewer Preserved Canopy Coverage Proposed Storm Sewer Q Required 35% Canopy Coverage Proposed Retaining Wall z Existing Fence ---cl —a Proposed Tree Protection Fence in Canopy Coverage Proposed Heavy—Duty Silt Fence s GENERAL NOTES The information shown on these drawings concerning type and location of existing utilities is not guaranteed to be accurate or all inclusive. The contractor is responsible for making his own determination as to type and location of utilities as necessary to avoid damage to these utilities. Contact Gopher State One—Call at (651) 454-0002 for existing utility locations. The contractor shall field verify size, elevation, and location of existing sanitary sewer, storm sewer, and watermain and notify Engineer of any discrepancies prior to the start of installations. Installations shall conform to the City Standard Specifications. Contractor shall notify City Public Works Department a minimum of 24 hours prior to the interruption of any sewer or water services to existing homes or businesses. Storage of materials or equipment shall not be allowed on public streets or within public right—of—way. A Minnesota Licensed Civil Engineer must design and certify all retaining walls 4—foot high and higher. Notify City a minimum of 48 hours prior to the commencement of construction. No burning permits will be issued for trees removed. Trees and scrub must be removed from site or chipped. Temporary street signs are required to be installed as soon as construction begins. Signs shall be of approved size, weather resistant and be maintained until replaced be permanent signs. A demolition permit is required for the removal of the existing shed, which must be removed concurrently with the installation of street improvements. STING BOX X ITT / I 1 --------------`--------- --- i - I n i I I / 1 1 i j 1 I � I I / 1 ?0 / 1 1 1 1 1 I 1 1 I / \ a EXISTING HOUSE (TO REMAIN) ( 1 = I 11 I 1 N I 1 1 1 I 1 I FENCE SILT I I 1 I I I d I Q I I TREE CANOPY Total Site Area = 7.09 acres Wetland Area = 0.20 acres PROPOSED TREE LEGEND TREETYPE Site Area = 6.89 acres yNet A 9 Picea glauco densata Existing Site Canopy Coverage = 3.03 acres 4 7"71ia americana = 43% For low density residential development, required minimum amount of canopy coverage that must be maintained or provided is 35% (Section 18-61.d.2). Since 35% is not maintained, the difference is multiplied by 1.2. Acer rubrum spp. Preserved Canopy Coverage = 1.69 acres Q Required 35% Canopy Coverage = 0.35 x 6.89 acres UA 7 = 2.41 acres ODifference in Canopy Coverage = 2.41 acres — 1.69 acres CD Spruce, White = 0.72 acres O Multiplier = 1.2 Total Replacement = 0.86 acres Proposed Trees = 39 O a Canopy Coverage per Proposed Tree = 1,089 s.f. (Section 18-61A.2.e.1) Canopy Coverage from Proposed Trees = 0.98 acre PROPOSED TREE LEGEND TREETYPE NUMBER PROPOSED SCIF MRC NAME COMMON NAME A 9 Picea glauco densata Spruce, Black Hills B 4 7"71ia americana Linden, American C 4 Quercus rubra Oak, Red D 5 Acer rubrum spp. Maple, Red E 4 Abies balsamea Fir, Balsam F 7 Betulo nigra Birch, River G 6 Picea glauco Spruce, White Trees shall average at least two—and—one—half inch caliper and may be a minimum of one—and—one—half inch caliper. Conifer trees shall average seven feet and shall be a minimum of six feet in height (Section 18-61.d.2.e) \` I At least one front year tree from each lot shall be eight feet in height (coniferous) and two—and—one—half inch caliber (deciduous) at the time of installation (Section 18-61.a.1). 1) I I I � I LANDSCAPE NOTES I 1 1 I INSTALL 4" MIN. BLACK DIRT TO ALL SOD, SEED AND SHRUB AREAS. CONTRACTOR 1 RESPONSIBLE FOR FINE GRADING OF SOD AREAS. 1 j 1 A STAKE AND/OR MARK ALL PLAN PLANTING LOCATIONS PRIOR TO INSTALLATION. OWNER TO I 1 APPROVE ALL LOCATIONS PRIOR TO INSTALLATION. ALL SHRUB AREAS TO BE MULCHED WITH 4" DEPTH OF SHREDDED HARDWOOD MULCH OVER WEED BARRIER. POLY—EDGER TO BE VALLEY VIEW BLACK DIAMOND OR APPROVED EQUAL. (CONTACT OWNER FOR SHRUB LOCATIONS, IF APPLICABLE.) INSTALL 4"-6" DEPTH SHREDDED HARDWOOD MULCH AROUND ROOT SAUCER OF ALL TREES ^ ISOLATED FROM PLANT BEDS. PLANTING SOIL SHALL CONSIST OF 50% SELECT LOAMY TOPSOIL, 25% PEAT MOSS AND 25% ' PIT RUN SAND. a E ALL WORK TO BE GUARANTEED FOR A PERIOD OF ONE YEAR BEGINNING AT TIME OF ACCEPTANCE BY OWNER. CONTRACTOR TO MAKE ALL REPLACEMENTS IN A TIMELY MANNER. i _ 1 ALL MATERIALS SHALL COMPLY WITH THE LATEST EDITION OF THE AMERICAN STANDARD FOR I —� NURSERY STOCK, AMERICAN ASSOCIATION OF NURSERYMEN. ALL TREE TRUNKS SHALL BE WRAPPED WITH BROWN CREPE TREE WRAP OR APPROVED EQUAL. 11 APPLY WRAP IN NOVEMBER AND REMOVE IN APRIL. MAINTAIN AND WATER ALL PLANT MATERIALS UNTIL ACCEPTANCE BY OWNER. APPLY CHEMICAL WEED CONTROL TO ALL LANDSCAPE AREAS PRIOR TO ANY INSTALLATION. STAKING AND GUYING OF TREES OPTIONAL — VERIFY WITH OWNER PRIOR TO INSTALLATIONS. ------------- A -------- I 5 I I I I I I I 1 L-------- BOX DRAWN BY: DESIGN BY: A.G. C.G.S. CHCKD BY: PROD. NO. C.G.S. 08-1227 ORIGINAL DATE: JANUARY 15, 2009 0 M LILI 0 0 Z a Z W VJ w LU m LL Z a. n. O p z m ag W Q Z a F W a 0 a Z a Z M=) LX °aoog 0) Ix 0 W ZZW LU 3::5 a)a«gZ 3.> WW O}O Z 1-0Q W voc>arnM j 990 azrn'Ma)a) a 9 7 90 01 D N M a) E at w Cl) o E rn �—a c Cc c o Z m C d N C d arc U_ m c c ° _ J 3 w m Z m O Z C o.no� C7 m d o -C O a o a o w 0 C14 V E 3 c N U W T '0 - � C J W CD 7 T � = o� o a w 00 W Z Iii a.W C1 a y U) IIIA Im a a = J QZCLQ Q NEIL KLINGELHUTZ 9731 Meadowlark Ln Chanhassen, MN 55317 PHONE: (612) 685-5580 SITE PLANNING & ENGINEERING PLOWS ENGINEERING, INC. 6776 LAKE DRIVE SUITE 110 LINO LAKES, MN 55014 PHONE: (651) 361-6210 FAX: (651) 361-8701 NORTH 4 0 25 50 1 INCH= 50 FEET C5. I j 1 1 1 1 1 I I 1 1 1 I 1 1 L 1 1 1 APPLE TREE ESTATES CHANHASSEN, MN PROJECT SPECIFICATIONS FOR: GRADING, SITEWORK, SANITARY SEWER, WATERMAIN, STORM SEWER & STREETS MAY 412009 1 hereby certify that this specification was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under tW of Minnesota. Adam Ginkel, P.E. Minnesota License # 43963 _ Prepared For Prepared By Neil Klingelhutz Plowe Engineering, Inc. 9731 Meadowlark Lane 6776 Lake Drive Chanhassen, MN 55317 Suite 110 (612) 685-5580 Lino Lakes, MN 55014 (651)361-8210 1 TABLE OF CONTENTS tCERTIFICATION ' TABLE OF CONTENTS ' GENERAL CONDITIONS OF CONTRACT ' SITE WORK SPECIFICATIONS GRADING SPECIFICATIONS SUPPLEMENTAL CONDITIONS CITY OF CHANHASSENSPECIFICATIONS - 2008 SANITARY AND STORM SEWER SPECIFICATIONS CITY OF CHANHASSENSPECIFICATIONS - 2008 ' WATERMAIN SPECIFICATIONS CITY OF CHANHASSEN SPECIFICATIONS - 2008 STREET CONSTRUCTION SPECIFICATIONS I I 1 1 1 I 11 1 GENERAL CONDITIONS OF CONTRACT TABLE OF CONTENTS General Conditions —1 PAGE 1. DEFINITIONS 3 2. CONTRACT DOCUMENTS 5 2.1 EXECUTION, CORRELATION & INTENT OF DOCUMENTS 5 22 BID PROPOSAL 5 3. PROGRESS AND SUBMISSION SCHEDULES: NOTIFICATION TO BEGIN WORK 5 3.1 CONTRACTORSSCHEDULE 5 32 NOTIFICATION OF INTENT TO BEGIN WORK 5 3.3 PRECONSTRUCTION CONFERENCE 5 4. BONDS AND INSURANCE 6 4.1 BID BOND 6 4.2 PERFORMANCE BOND 6 4.3 CONTRACTORS INSURANCE 6 5. DRAWINGS AND SPECIFICATIONS 7 5.1 DESIGN, DRAWINGS AND INSTRUCTIONS 7 5.2 COPIES OF DRAWINGS FURNISHED 7 5.3 OWNERSHIP OF DRAWINGS 8 6. SURVEYS AND CONSTRUCTION STAKES 8 7. CONTRACTORS RESPONSIBILITIES 8 7.1 CONTRACTORS SUPERVISION & SUPERINTENDENCE 8 7.2 MATERIALS, EQUIPMENT AND LABOR 8 7.3 SUBCONTRACTORS 8 7.4 USE OF COMPLETED PORTIONS 9 7.5 CONTRACTORS RESPONSIBILITY FOR WORK 9 8. PROTECTION OF THE PUBLIC AND OF WORK AND PROPERTY 9 9. CONTROL OF WORK AND MATERIAL 9 9.1 SEPARATE CONTRACTS 9 9.2 USE OF PREMISES 9 9.3 ACCESS TO WORK 9 9.4 ENGINEERS STATUS 10 9.5 ENGINEERS INTERPRETATIONS & DECISIONS 10 9.6 RESIDENT PROJECT REPRESENTATIVE 11. General Conditions —1 General Conditions - 2 9.7 OBSERVATION AND TESTING 11 9.8 NEGLECTED WORK 11 10. WORK COMPLETION AND PAYMENTS 11 10.1 CHANGES IN THE WORK 11 10.2 CHANGE OF CONTRACT PRICE 12 10.3 CHANGE IN CONTRACT TIME 13 10.4 PROGRESS PAYMENTS 13 10.5 FINAL ACCEPTANCE OF WORK 13 10.6 FINAL PAYMENT 13 10.7 PAYMENT WITHHELD PRIOR TO FINAL ACCEPTANCE OF WORK 14 10.8 ERRORS IN PAYMENT 14 10.9 LIQUIDATED DAMAGES 14 11. SUSPENSION OF WORK 14 11.1 SUSPENSION OF WORK BY THE OWNER 14 11.2 TEMPORARY SUSPENSION OF WORK DURING WINTER 15 12. TERMINATION OF CONTRACT 15 12.1 OWNERS RIGHT TO TERMINATE CONTRACT 15 12.2 CONTRACTORS RIGHT TO STOP WORK OR TERMINATE CONTRACT 16 13. GUARANTEE 16 14. OTHER STIPULATIONS 16 14.1 ROYALTIES AND PATENTS 16 14.2 PERMITS, LICENSES AND REGULATIONS 16 14.3 SUBSOIL CONDITIONS AND CONDITIONS OF THE SITE 17 14.4 ASSIGNMENT 17 14.5 VERBAL AGREEMENTS 17 14.6 WAIVERS OF CLAIMS AND CONTINUING OBLIGATIONS 17 14.7 CLAIMS FOR EXTRA COST 17 14.8 DISCREPANCIES, ERRORS, OMISSIONS 17 14.9 INDEMNIFICATION 18 14.10 ARBITRATION 18 14.11 CLEANING UP AND RESTORATION 19 General Conditions - 2 I 1 GENERAL CONDITIONS OF CONTRACT SECTION 1 —DEFINITIONS tAGREEMENT - The written agreement between the Owner and the Contractor covering the Work to be performed, including the Contractor's bid. PAYMENT DOCUMENT - The form furnished by the Engineer which is to be used by the Contractor in requesting progress payments. BID - The offer or proposal of the Bidder submitted on the prescribed form setting forth the prices for the work to be performed. BIDDER - Any person, firm or corporation submitting a Bid for the Work. OWNER - A public body or Authority, Corporation, Association, Partnership or Individual for whom the work is to be performed. CONTRACTOR - The person, firm or corporation with whom the Owner has executed an Agreement to perform the work. ' ENGINEER - The person, firm or corporation named as such in the specifications. SUBCONTRACTOR - A person, firm or corporation having a direct contract with the Contractor or with any other Subcontractor for the performance of a part of the work at the site. BONDS - Bid, performance and payment bonds and other instruments of security famished by the contractor and his surety in accordance with the Contract Documents. CHANGE ORDER - A written order to the Contractor signed by the Owner authorizing an addition, deletion or ' revision in the work, or an adjustment in the Contract Price or the Contract Time issued after execution of the Agreement. ' CONTRACT DOCUMENTS - The Contract Documents shall consist of Proposal Form, Form of Agreement, General Conditions of Contract, Plans, Specifications, Special Provisions, and Addendum thereto and Performance Bond. It shall also include the Advertisement or Notice to Bidders and Instruction to Bidders when they are included in the bound specifications or bidding documents. CONTRACT PRICE — The total moneys payable to the Contractor under the Contract Documents. ' CONTRACT TIME — The number of calendar days stated in the Agreement for the completion of the work. PROJECT REPRESENTATIVE - An authorized representative of the Engineer assigned to provide periodic observation of the work. ' SUPERINTENDENT - The representative for Contractor present on the job at all times during it's progress, authorized to receive and fulfill instructions from the Engineer and capable of supervising the work efficiently. ' CITY OR MUNICIPALITY - The governmental unit having jurisdiction over the premises. PLANS - All drawings or reproductions of drawings pertaining to the construction of the improvement outlined therein. I General Conditions — 3 I SHOP DRAWINGS - All drawings, diagrams, illustrations, and other data which are prepared by the Contractor, a Subcontractor, manufacturer, supplier or distributor and which illustrate the equipment, material or some portion of ' the work. PROJECT - The entire construction to be performed as provided in the Contract Documents. FIELD ORDER - A written order issued by the Engineer which clarifies or interprets the Contract Documents or orders minor changes in the work. WRITTEN NOTICE - Written Notice shall be deemed to have been duly served if delivered in person to a member or officer of the firm or corporation for whom it is intended, or if delivered at or sent by first class mail or to the last business address known. SURETY - Guarantor for the Contractor who, with the Contractor, signs an instrument or instruments known as the "Bond" or "Bonds" guaranteeing that the contractor will fully comply with the plans, specifications and contract. General Conditions — 4 I 1 SECTION 2 — CONTRACT DOCUMENTS ' 2.1 EXECUTION CORRELATION AND INTENT OF DOCUMENTS The agreement and such other Contract Documents as practicable shall be signed in triplicate by the Owner and Contractor. The Owner, the Contractor and the Engineer will each receive an executed counterpart of the Contract Documents. The Contract Documents are complimentary and what is called for by one shall be as binding as called for by all. In case of conflict between the Contract Documents, the following priority is established: (1) Plans (2) Special Provisions (3) Specifications (4) General Conditions of Contract Any inconsistencies or doubt on any point between the plans and specifications shall be explained by the Engineer, whose interpretations shall be binding on the Contractor. t2.2 BID PROPOSAL The Contractor shall submit his bid on the Bid Proposal forms furnished by the Owner. All blanks shall be ' completed unless specified otherwise. All bids shall be closed in sealed envelopes, addressed to the Owner and clearly marked "Bid Proposal" and ' with any other information required in the Invitation or Advertisement for Bids. SECTION 3 — PROGRESS AND SUBMISSION SCHEDULES: NOTIFICATION TO BEGIN WORK ' 3.1 CONTRACTORS SCHEDULE Within ten days after the execution of the agreement, the Contractor will submit to the Engineer for 1 approval, an estimated progress schedule indicating the starting and completion dates of the various stages of the work, and a schedule of materials to be incorporated in the project. t The Contractor will start the work on the date the Agreement is executed and delivered, or on such other date, if any, as may be specified in the Agreement. However, at the time of the execution and delivery of the Agreement the Owner may give the Contractor a written notice to proceed stating a different date on which it is expected that the Contractor will start the work, but such date shall not be more than thirty days ' after the date of execution and delivery of the Agreement. 3.2 NOTIFICATION OF INTENT TO BEGIN WORK It shall be the Contractor's responsibility to make any and all notifications of his intention to begin the work. This notification shall include, but not necessarily be limited to, the Owner, City, Watershed District, Private Utility Companies, and Residences in the area of his operations which will or may be affected thereby. 3.3 PRECONSTRUCTION CONFERENCE Prior to the start of any work under this Contract, the Owner or Engineer may require a Preconstruction Conference. The purpose of this meeting will be for discussing and coordinating the schedule of work, to discuss construction needs and procedures, and to finalize other administrative details. The Contractor shall General Conditions — 5 be responsible for having those individuals from his firm and any Subcontractor firms who will be on the site and in charge of the work present at this conference. SECTION 4 — BONDS AND INSURANCE 4.1 BID BOND All bids must be accompanied by a certified check or bid bond payable without recourse to the Owner for not less than five percent (5%) of the amount of the bid. The certified check or bid bond provided shall be forfeited if the Contractor shall fail to provide the proper bond and to enter into a Contract as provided by law. 4.2 PERFORMANCE BOND A good and sufficient performance bond in the sum of not less than the full amount of the Contract, payable to the Owner, as provided by law, shall be made and delivered to the Owner by the Contractor within ten (10) days after notice of award of Contract. 4.3 CONTRACTORS INSURANCE Prior to the beginning of any work under this Contract, the Contractor shall purchase all insurance required herein and maintain such insurance throughout the life of this Contract. All insurance certificates shall contain a provision that the coverage afforded under the policies will not be cancelled or materially changed until at least fifteen (15) days prior written notice has been given to the Owner and Engineer. All insurance certificates shall be filed with the Owner and Engineer and shall be subject to their approval. The Contractor shall be responsible for requiring all Subcontractors to provide insurance coverage as specified herein. A. WORKMEN'S COMPENSATION AND EMPLOYERS LIABILITY The Contractor shall carry Workmen's Compensation and Employer's Liability Insurance covering him for all of his obligations under the Workmen's Compensation Act of this state. B. PUBLIC LIABILITY INSURANCE The Contractor shall purchase and maintain such insurance as will protect him from claims for damages because of bodily injury, sickness, disease or death of any person or persons, and from claims because of damage to or destruction of property of others, including loss of use resulting there from - any or all of which may arise out of or result there from the Contractors operations by himself or by any Subcontractor or anyone directly or indirectly employed by any of them or for whose acts any of them may be legally liable. The limits of liability of the insurance required shall be as follows: Bodily Injury: Each Person $500,000.00 Each Accident $1,000,000.00 Property Damage: Each Accident $500,000.00 Aggregate $1,000,000.00 C. AUTOMOBILE INSURANCE General Conditions — 6 ' SECTION 5 — DRAWINGS AND SPECIFICATIONS 5.1 DESIGN. DRAWINGS AND INSTRUCTIONS ' It is agreed that the Owner will be responsible for the adequacy and sufficiency of the plans and specifications. The Owner, through the Engineer, or the Engineer as the Owner's representative, shall furnish plans and specifications that represent the requirements of the work as far as practical to be t performed under the Contract. All such drawings and instructions will provide a comprehensive description of the work contemplated but will not necessarily provide all details. ' The Contractor shall be responsible for the detailed application of plans, specifications and instructions to complete the project as intended by the Contract Documents. The Contractor shall have the right to submit detailed drawings for clarification to the Engineer for review and approval prior to construction. The Contractor shall furnish detailed drawings for approval by the Engineer for all manufactured mechanical, electrical and shop fabricated materials and other shop drawings, equipment settings or other drawings necessary for the prosecution of the work. Submittal shall be on a timely basis to allow two weeks review time for the Engineer without a delay of the work on the project. 5.2 COPIES OF DRAWINGS FURNISHED ' Unless otherwise provided in the Contract Documents, the Engineer will famish to the Contractor, free of charge, four copies of the drawings and specifications for the execution of the work. Additional copies, if needed, may be obtained at cost of reproduction. 5.3 OWNERSHIP OF DRAWINGS ' General Conditions — 7 Bodily Injury. The Contractor shall purchase and maintain during the life of this contract, Automobile Injury Insurance, Property Damage Insurance covering him not only for the operation of automobiles owned or used by him, but automobiles hired by him, and non -ownership coverage for automobiles used on behalf of the Contractor. ' The limits of liability of the insurance required shall be as follows: ' SECTION 5 — DRAWINGS AND SPECIFICATIONS 5.1 DESIGN. DRAWINGS AND INSTRUCTIONS ' It is agreed that the Owner will be responsible for the adequacy and sufficiency of the plans and specifications. The Owner, through the Engineer, or the Engineer as the Owner's representative, shall furnish plans and specifications that represent the requirements of the work as far as practical to be t performed under the Contract. All such drawings and instructions will provide a comprehensive description of the work contemplated but will not necessarily provide all details. ' The Contractor shall be responsible for the detailed application of plans, specifications and instructions to complete the project as intended by the Contract Documents. The Contractor shall have the right to submit detailed drawings for clarification to the Engineer for review and approval prior to construction. The Contractor shall furnish detailed drawings for approval by the Engineer for all manufactured mechanical, electrical and shop fabricated materials and other shop drawings, equipment settings or other drawings necessary for the prosecution of the work. Submittal shall be on a timely basis to allow two weeks review time for the Engineer without a delay of the work on the project. 5.2 COPIES OF DRAWINGS FURNISHED ' Unless otherwise provided in the Contract Documents, the Engineer will famish to the Contractor, free of charge, four copies of the drawings and specifications for the execution of the work. Additional copies, if needed, may be obtained at cost of reproduction. 5.3 OWNERSHIP OF DRAWINGS ' General Conditions — 7 Bodily Injury. Each Person $500,000.00 Each Accident $1,000,000.00 Property Damage: Each Accident $1,000,000.00 ' D. OWNERS PROTECTIVE INSURANCE The Contractor shall obtain and pay for Owner's Protective Insurance, issued in the name of the Owner and Engineer which shall pay on behalf of the insured all sums which the insured shall become legally obligated to pay as damages because of injury to the person or destruction of property sustained by any person, caused by accident and arising from operations during this Contract. The limits of liability for this coverage shall be the same as those mentioned in Public Liability Insurance above. The original of this policy shall be filed with the Owner prior to the commencement of any operations under this Contract. ' SECTION 5 — DRAWINGS AND SPECIFICATIONS 5.1 DESIGN. DRAWINGS AND INSTRUCTIONS ' It is agreed that the Owner will be responsible for the adequacy and sufficiency of the plans and specifications. The Owner, through the Engineer, or the Engineer as the Owner's representative, shall furnish plans and specifications that represent the requirements of the work as far as practical to be t performed under the Contract. All such drawings and instructions will provide a comprehensive description of the work contemplated but will not necessarily provide all details. ' The Contractor shall be responsible for the detailed application of plans, specifications and instructions to complete the project as intended by the Contract Documents. The Contractor shall have the right to submit detailed drawings for clarification to the Engineer for review and approval prior to construction. The Contractor shall furnish detailed drawings for approval by the Engineer for all manufactured mechanical, electrical and shop fabricated materials and other shop drawings, equipment settings or other drawings necessary for the prosecution of the work. Submittal shall be on a timely basis to allow two weeks review time for the Engineer without a delay of the work on the project. 5.2 COPIES OF DRAWINGS FURNISHED ' Unless otherwise provided in the Contract Documents, the Engineer will famish to the Contractor, free of charge, four copies of the drawings and specifications for the execution of the work. Additional copies, if needed, may be obtained at cost of reproduction. 5.3 OWNERSHIP OF DRAWINGS ' General Conditions — 7 All drawings, specifications and copies thereof furnished by the Engineer are his property. They are not to be used on other work and, with the exception of the signed Contract set, are to be returned to him on request at the completion of the work. SECTION 6 — SURVEYS AND CONSTRUCTION STAKES The Engineer will famish and set stakes as necessary for the Contractor in order that he may construct the work to the proper grade and alignment. The Contractor shall carefully preserve benchmarks, reference points and construction stakes. In the event of willful or careless destruction of stakes,.he shall be charged with the resulting expense of replacement and shall be responsible for any mistakes that may be caused by their loss or disturbance. SECTION 7 — CONTRACTORS RESPONSIBILITIES 7.1 CONTRACTORS SUPERVISION & SUPERINTENDENCE 7.2 7.3 7.4 The Contractor will supervise and direct the work efficiently with his best skill and attention. He will be solely responsible for the methods, sequences, and procedures of construction. The Contractor will provide suitably qualified personnel to perform the construction as required by the Contract Documents. He will at all times maintain good discipline and order among his employees at the project site. The Contractor will keep a competent superintendent on his job during its progress. The superintendent will represent the Contractor, and all directions given to him shall be binding on the Contractor. Important directions will immediately be confirmed in writing to the Contractor. Other directions will be confirmed on written request in each case. Unless otherwise provided, the Contractor will be responsible for keeping daily records of all underground utility locations, and materials delivered that are incorporated in the work. All records will be famished on a timely basis so that sufficient time is allowed for verification by the Engineer. MATERIALS, EQUIPMENT AND LABOR The Contractor will provide and pay for all materials, equipment, labor, construction equipment and machinery, fuel, transportation, power, heat, fight, telephone, water and all other facilities necessary for the execution and completion of the work. Unless otherwise stipulated, all materials will be new and of good quality. The Contractor will, if required, furnish satisfactory evidence as to the kind and quality of materials. SUBCONTRACTORS The Contractor will, prior to execution of the Contract Agreement, submit to the Engineer in writing the names of all proposed subcontractors for the work. All said subcontractors will be subject to the approval of the Engineer. The Contractor agrees that he is fully responsible to the owner for the acts and omissions of his contractors and of persons either directly or indirectly employed by them, as he is for the acts and omissions of persons directly employed by him. Nothing contained in the contract documents shall create any contractual relation between the subcontractor and the Owner. USE OF COMPLETED PORTIONS General Conditions — 8 The owner may, at any time during progress of the work, take over and place in service any completed portions of the work which are ready for service, even though the entire work of the contract is not fully completed. Such taking of possession by the owner shall not be deemed an acceptance of any other portion of the work, nor of any work not completed in accordance with the contract documents. If such prior use increases the cost of or delays the work, the Contractor shall be entitled to such extra compensation, or t extension of time, or both as determined by the Engineer. 7.5 CONTRACTORS RESPONSIBILITY FOR WORK The work under Contract shall be under the charge and care of the Contractor until acceptance, and he shall take every precaution within his power to prevent damage to work during this contract. The Contractor shall repair, rebuild, restore, and make good all damages to all portions of the work constructed by him before its completion and acceptance, and he shall bear the expense thereof except as otherwise expressly provided elsewhere in the contract. SECTION 8 — PROTECTION OF THE PUBLIC AND OF WORK AND PROPERTY The Contractor shall provide and maintain all necessary watchmen, barricades, red lights and warning signs and take all necessary precautions for the protection of the public. He shall maintain adequate protection of all work from damage, and shall take all precautions to protect property from injury or loss arising in connection with this Contract. He shall make good any damage, injury or loss to his work and to property resulting from lack of protective precautions. He shall adequately protect private and public property, ' including surface and subsurface features and structures and shall satisfy all claims from damage to property or for trespass. ' In emergencies affecting the safety of persons or the work or property at the site or adjacent thereto, the Contractor, without special instruction or authorization from the Engineer or Owner, is obligated to act, at his discretion, to prevent threatened damage, injury or loss. ' SECTION 9 — CONTROL OF WORK AND MATERIAL 9.1 SEPARATE CONTRACTS ' The owner may perform additional work related to the project by himself, or he may let other contracts in connection with this work. The Contractor shall allow other contractors reasonable opportunity for the introduction and storage of their materials and the execution of their work and shall coordinate his work with theirs. 9.2 USE OF PREMISES ' The Contractor will confine his operations, including his equipment storage of materials and equipment, and his workmen to the public right of way and the lands famished by the Owner. ' The Contractor will provide, at his own expense and without liability to the Owner, any additional land and access thereto that he may require for storage of materials or any other temporary part of his operation. 9.3 ACCESS TO WORK: UNCOVER FINISHED WORK The Engineer and his representatives, the City's representatives, and other representatives of the Owner will at all times have access to the work. The Contractor will provide proper facilities for such access and observation of the work and also for any inspection or testing thereof by others. If any work is covered contrary to the request of the Engineer, it must, if requested by the Engineer, be uncovered for his inspection and replaced at the Contractor's expense. ' General Conditions — 9 9.4 9.5 ENGINEERS STATUS The Engineer shall be the Owners representative during the construction period. All instructions of the Owner to the Contractor shall be issued through the Engineer. The duties and responsibilities and the limitations of authority of the Engineer as the Owner's representative during construction are set forth in these General Conditions and shall not be extended without written consent of the Owner and the Engineer. The Engineer will make periodic visits to the site to observe the progress and quality of the executed work and to determine, in general, if the work is proceeding in accordance with the Contract Documents. He will not be required to make exhaustive or continuous on-site inspections to check the quality or quantity of the work. The Engineer will not be responsible for the construction means, methods, techniques, sequences or procedures, or the safety precautions incident thereto. His efforts will be directed toward providing assurance for the Owner that the completed project will conform to the requirements of the Contract Documents, but he will not be responsible for the Contractor's failure to perform the work in accordance with the Contract Documents. Based on his on-site observation as an experienced and qualified professional, he will keep the Owner informed of the progress of the work and will endeavor to guard the Owner against defects and deficiencies in the work of Contractors. The Engineer will have the authority to disapprove of or reject work which is defective and does not conform to the requirements of the Contract Documents or does not meet the requirements of any inspection, test or approval referred to in the Documents. He will also have authority to require special inspection or testing of the work whether or not the work is fabricated, installed or completed. If the Owner and the Engineer agree, the Engineer will provide one or more full time Resident Project Representatives to assist the Engineer in carrying out his responsibilities at the site. Neither the Engineer's authority to act under this Section nor any decision made by him in good faith either to exercise or not to exercise such authority shall give rise to any duty or responsibility of the Engineer to the Contractor, any Subcontractor, any of their agents or employees, or any other person performing any of the work. The Engineer or his representative will not be responsible for the acts and omissions of the Contractor, or any Subcontractor, or any of his or their agents or employees, or any persons performing the work. ENGINEERS INTERPRETATIONS & DECISIONS The Engineer will be the initial interpreter of the terms and conditions of the Contract Documents and the judge of the performance there under. In his capacity as interpreter and judge he will exercise his best efforts to insure faithful performance by both the Owner and the Contractor. He will not show partiality to either and shall not be liable for the result of any interpretation or decision rendered in good faith. Claims, disputes and other matters relating to the execution and progress of the work or the interpretation of or performance under the Contract Documents shall be referred initially to the Engineer for decisions, which he shall render in writing within a reasonable time. All such decisions of the Engineer shall be final, except in cases where time and/or financial considerations are involved, which if no agreement in regard thereto is reached, shall be subject to arbitration. RESIDENT PROJECT REPRESENTATIVE The Resident Project Representative is a representative of the Engineer. He is under the authority and supervision of the Engineer. It is his duty to observe the workmanship and materials of the Contractor for General Conditions —10 I I I I I 1 compliance with the Contract Documents. He has the same authority as the Engineer except that he may not make changes in either the plans or specifications. He has the authority to stop the work whenever such stoppage is necessary for proper execution of the Contract. He then will immediately contact the Engineer to get a decision on proceeding. If the Contractor continues to work after being told by the Resident Project Representative to suspend work, he does so at his own risk, and any such work may be ordered redone at the Contractor's expense. 9.7 OBSERVATION AND TESTING If the Contract Documents, laws, ordinances, rules, regulations or orders of any public authority having jurisdiction require any work to specifically be inspected, tested, or approved by someone other than the Contractor, the Contractor will give the Engineer timely notice of readiness therefore. The Contractor will furnish the Engineer the required certificates of inspection, testing or approval. All such tests will be in accordance with the methods prescribed by the American Society for Testing and Materials or such other applicable organization as may be required by law or the Contract Documents. If any such work required so to be inspected, tested or approved is covered up without written approval or consent of the Engineer, it must, if directed by the Engineer, be uncovered for inspection at the Contractor's expense. The cost of all such inspections, tests and approvals shall be borne by the Contractor unless otherwise provided. Any work which fails to meet the requirements of the Contract Documents shall be considered defective. Such defective work shall be corrected at the Contractor's expense. Neither observations by the Engineer nor inspection, tests or approvals by persons other than the Contractor shall relieve the Contractor from his obligations to perform the work in accordance with the requirements of the Contract Documents. 9.8 NEGLECTED WORK If the Contractor should neglect to prosecute the work in accordance with the Contract Documents, including any requirements of the progress schedule, the Owner, after three days written notice to the Contractor may, make good such deficiencies and the cost thereof (including compensation for additional professional services) shall be charged against the Contractor if the Engineer approves such action, in which case a Change Order shall be issued incorporating the necessary revisions in the Contract Documents including an appropriate reduction in the Contract Price. If the payments then or thereafter due the Contractor are not sufficient to cover such amount, the Contractor will pay the difference to the Owner. SECTION 10 — WORK COMPLETION AND PAYMENTS 10.1 Without invalidating the Contract, the Owner, through the Engineer, may order changes in, additions to and deductions from the work. Any adjustments in Contract costs or time of completion caused by such changes shall be made at the time of ordering such change. The Engineer may, during the life of the Contract, issue additional instructions necessary to illustrate changes in the work. The Engineer shall have the authority to make minor changes in the work not involving extra cost and not inconsistent with the overall intent of the Contract Documents. These may be accomplished by a Field Order. If the Contractor believes that any minor change or alteration authorized by the Engineer entitles him to an increase in the Contract Price, he may make a claim therefore as provided in Section 10.2. Additional work performed by the Contractor without authorization of a Change Order will not entitle him to an increase in the Contract Price or an extension of the Contract Time, except in the case of an emergency as provided in Section 8. The Owner will execute any appropriate Change Order prepared by the Engineer covering changes in the work to be performed, work performed in an emergency, and any other claim of the Contractor for a change in the Contract Time or the Contract Price which is approved by the Engineer. General Conditions —1 I 10.2 10.3 It shall be the Contractor's responsibility to notify his Surety of any change in the Contract Price or any changes affecting the general scope of the Work and the amount of the applicable Bonds shall be adjusted accrodingly. The Contractor will furnish proof of such adjustment to the Owner. C14ANGES OF CONTRACT PRICE The Contract Price constitutes the total compensation payable to the Contractor for performing the work. All duties, responsibilities and obligations assigned to or undertaken by the Contractor shall be at his expense without change in the Contract Price. Should the number of units of completed work of any item included in the Unit Price schedule classified as a major item vary more than 20% from the number of units stated in said schedule, either the Owner or the Contractor may request a revision of the unit price for the item to be affected. Under such conditions, adjustment of the price, if any, shall be made in accordance with this Section. A major item under the meaning of this provision is defined as any item equal to or greater than 10% of the total price for the entire contract. The Contract Price may only be changed by a Change Order. If the Contractor is entitled by the Contract Documents to make a claim for an increase in the Contract Price, his claim shall be in writing delivered to the Owner and the Engineer within 15 days of the occurrence of the event giving rise to the claim. If the Owner and Contractor cannot agree on the amount, all claims for the adjustments in the Contract Unit Price shall be determined by the Engineer. Any change in the Contract Price resulting from any such claim shall be incorporated in a Change Order. The value of any work covered by any claim for an increase or decrease in the Contract Price shall be determined in one of the following ways: A. By application of unit prices to the quantities of the items involved. B. By mutual acceptance of a lump sum. C. By cost and a mutually acceptable fixed amount for overhead and profit. If none of the above methods is agreed upon, the value shall be determined by the Engineer on the basis of costs and a percentage for overhead and profit. Costs shall only include labor (payroll, payroll taxes, fringe benefits, workman's compensation, etc.), materials, equipment, and other incidentals directly related to the work involved. The maximum percentage which shall be allowed for Contractor's combined overhead and profit, shall be as follows: Work done by his own organization, the Contractor may add up to 10% of his actual net increase in cost, and for work done by Subcontractor may add up to 10% of his actual net increase in costs for combined overhead and profit and the Contractor may add up to 5% of the Subcontractor's total for his combined overhead and profit; provided that no overhead or profit shall be allowed on costs incurred in connection with the premiums for public liability insurance or other special insurance directly related to such work. In such case and also under Paragraph C, the Contractor will submit in form prescribed by the Engineer an itemized cost breakdown together with supporting data. CHANGE IN CONTRACT TIME The contract time may be changed only a change order. If the Contractor is entitled to make a claim for an extension in the contract time based on the contract documents, his claim shall be delivered in writing to the Owner and the Engineer within 10 days of the occurrence of the event giving rise to the claim. If the Owner General Conditions — 12 I ' and Contractor cannot agree the claims for adjustment in the contract time shall be determined by the Engineer. ' The contract time will be extended by the amount equal to time lost due to delays beyond the control of the Contractor if he makes a claim as provided above. 10.4 PROGRESS PAYMENTS Unless otherwise provided, partial payment documents will be prepared by the Engineer for completed ' work on the project. Payment documents will be prepared before the first of each month, and will be submitted to the Owner for approval before the 10th of the month. The progress payments will be based on work completed and materials delivered to the job site on or before the 20th of the preceding month. ' The Contractor warrants and guarantees that the title to all work, materials and equipment covered by a Progress Payment Document, will have passed to the Owner prior to his signing of the Progress Payment Document, free and clear of all liens, claims, security interests and encumbrances (hereafter in these ' General Conditions referred to as 'liens"). The Owner will, within ten days of presentation to him of an approved Progress Payment Document, pay ' the Contractor 900/a of the amount approved by the Engineer. 10.5 FINAL ACCEPTANCE OF WORK The date of final acceptance of the work shall be the date of formal acceptance by the City or other local government. ' If the work is not to be turned over to the City for ownership and maintenance, the date of final acceptance shall be the date of acceptance by the Engineer as evidenced in writing to the Owner. Such evidence may be either a letter of final acceptance, or in the absence of such a letter, a Final Payment Voucher indicating that the Engineer recommends that no funds be retained. 10.6 FINAL PAYMENT Upon notice from the Contractor that the project is complete, the Engineer will make a final inspection with the Owner and the Contractor. Any items found to be defective during the inspection will be noted and the Engineer shall furnish in writing to the Contractor a list of such items that are defective or unfinished. The Contractor shall immediately make such corrections as are necessary and to the satisfaction of the Engineer. The Contractor may request final payment when all corrective work is completed and all bonds, guarantees, certificates of inspection and other documents have been delivered, all as required by the Contract Documents. If the Engineer is satisfied that the work has been completed and the Contractor has fulfilled ' all of his obligations under the contract he will, within ten days after receipt of the Contractor's notice of completion and request for final payment, prepare the Final Payment Documents. ' In addition to the requirements of section 4.2 "Performance Bond," the Owner may require separate releases of all claims and waivers of all hens to be furnsihed by the Contractor before final payment is made. The final payment or retained percentage will not become due until all claims have been released or satisfied by the Owner. If any claim or liens remains unsatisfied after all payments are made, the Contractor shall be ' liable for all costs in satisfying these claims. 10.7 PAYMENT WITHHELD PRIOR TO FINAL ACCEPTANCE OF WORK The Owner may, because of subsequently discovered evidence, withhold or nullify the whole or part of any certificate of payment to such extent as may be necessary to protect himself from loss due to: ' A. Defective work not remedied; General Conditions —13 B. Claims filed or reasonable evidence indicating public filing of claims by other parties against the Contractor; C. Failure of the Contractor to make payments properly to Subcontractors or for materials or labor; D. Damage to another Contractor; When the above grounds are removed or the Contractor provides a Surety Bond satisfactory to the Owner in the amount withheld, payment shall be made for amounts withheld. 10.8 ERRORS IN PAYMENT No certificate issued nor payments made nor occupancy of the work by the Owner shall be deemed as acceptance of any part of the work or materials not in accordance with the Contract. Where an error is found after payment is made, the Owner shall have the right to recover or shall be reimbursed for all over payments to the Contractor. 10.9 LIQUIDATED DAMAGES The Contractor agrees that he can and will complete the work within the time limit stated in the Agreement. Inasmuch as the damages to the Owner from nonompletion will be difficult to accurately assess, said damages will be liquidated at a daily rate of $150 for each calendar day beyond the contract completion date. The Owner will deduct and retain the amount of the liquidated damages from any monies due to the Contractor, and in case that those amounts are less than the liquidated damages, the Contractor shall be liable for the difference. Such retained amounts are not to be considered as a penalty but as payment for tangible and intangible damages to the Owner. Permitting the Contractor to continue and finish the work or any part of it after the time fixed for its completion may have been extended, will in no way be construed as a waiver on the part of the Owner of any of his rights under the Contract. Neither by taking over the work by the Owner, nor by the annulment of the contract, shall the Owner forfeit the right to recover liquidated damages from the Contractor or his surety for failure to complete the contract. SECTION 11 — SUSPENSION OF WORK 11.1 SUSPENSION OF WORK BY THE OWNER The Owner may suspend the work, or any part thereof, for a stipulated period of time by giving the Contractor thirty (30) days written notice. The Contractor may submit a request for extra compensation for expense incurred by this suspension in accordance with the provisions of Section 14.7 , "Claims for Extra Costs". The Engineer will have the authority to suspend the work wholly or in part for such periods as he may deem necessary, because of unsuitable weather or other conditions which are considered unfavorable for the production of satisfactory work, or because of failure on the part of the Contractor to carry out orders given or perform any or all provisions of the Contract. No additional or extra compensation or additional Contract time will be allowed due to suspension of operations by the Engineer except as provided elsewhere herein. In the event it should become necessary to stop work for an indefinite period, the Contractor shall store all materials in such a manner that they will not obstruct or impede traffic unecessarily nor be damaged in any General Conditions —14 I 1 1 I I 1 I 1 1 1 1 [1 1 way, and he shall take every precaution to protect from damage or deterioration all of the work performed. He shall provide suitable drainage of the work by opening ditches, drains, etc., and shall erect temporary structures where necessary. 11.2 TEMPORARY SUSPENSION OF WORK DURING WINTER Work will be allowed to proceed during the winter months provided that all construction requirements are met. No additional compensation will be allowed for costs incurred by the Contractor due to winter suspension and for additional start-up in the spring except by special agreement in writing between the Contractor and the Owner. Unless specifically allowed in the Special Provisions or specifically written into the Agreement or agreed upon in separate agreement by and between the Owner and the Contractor, the Owner will not release the retainer specified for, 'Partial Payments," when work is suspended due to winter conditions. SECTION 12 — TERMINATION OF CONTRACT 12.1 OWNERS RIGHT TO TERMINATE CONTRACT The Owner shall have the right to terminate the services of the Contractor and take possession of the premises and of all materials, tools and equipment and, after seven (7) days written notice to the Contractor of such termination, the Owner may finish the work by whatever methods he deems expedient. Such written notice shall be to the Contractor and his Surety and shall state that just cause exists for such action and may be done without prejudice to any other right or remedy and may be given for any of the following: A. If the Contractor is adjudged a bankrupt or insolvent, or if he makes a general assignment for the benefit of his creditors, or if a trustee or receiver is appointed for the Contractor or for any of his property; B. If the Contractor fails to make prompt payments for materials or labor, or to Subcontractors; C. If the Contractor repeatedly fails to supply sufficient skilled workmen, Enough equipment, or suitable materials; D. If the Contractor disregards laws, ordinances, regulations or orders of any public body having jurisdiction, or if he disregards the authority of the Engineer; E. If the Contractor otherwise violates any provision of the Contract Documents; In case of termination of contract the Contractor shall not be entitled to receive any further payment until the work is finished. If the unpaid balance of the Contract Price exceeds the direct and indirect costs of completing the project, including compensation for additional professional services, such excess shall be paid to the Contractor. If expenses to complete the work exceeds the unpaid balance, the Contractor shall pay the difference to the Owner. Such costs incurred by the Owner shall be determined by the Engineer and incorporated in a change order. Termination of the Contract by the Owner, will not affect any of the rights of the Owner as against the Contractor or his surety then existing or which may thereafter accrue because of such default. Any retention or payment of moneys by the Owner due the Contractor will not release the Contractor from liability. 12.2 CONTRACTORS RIGHT TO STOP WORK OR TERMINATE CONTRACT If work is suspended for a period of more than ninety days by the Owner through no fault of the Contractor, or the Engineer fails to issue an estimate for payment within thirty days after it is due, or the Owner fails to pay the Contractor a partial payment within thirty days of its approval and presentation, then the Contractor General Conditions —15 may, upon seven days, written to the Owner and Engineer, terminate the agreement and recover from the Owner payment for all work executed and any expense sustained plus a reasonable profit. In addition and in lieu of terminating the Contract Agreement, if the Engineer has failed to issue an estimate for payment or the Owner has failed to make any payment as aforesaid, the Contractor may upon seven days written notice to the Owner and the Engineer stop work until he has been paid all amounts then due. SECTION 13 —GUARANTEE The Contractor shall hold himself responsible for any and all defects which may develop in any part of the entire installation furnished by him and, upon receipt of written notice from the Engineer, shall immediately replace and make good without expense to the Owner such faulty part of parts including damage resulting from same, during a period of one (1) year from the date of final acceptance of the installation, except when specific guarantee for another length of time is specified elsewhere. The acceptance of the installation, or any part of it, shall not act to waive the liability on the part of -the Contractor and his surety. SECTION 14 — OTHER STIPULATIONS 14.1 ROYALTIES AND PATENTS The Contractor shall pay all royalties and license fees. He shall defend suits and claims for infringement of any patent rights and shall save the Owner harmless from loss on account thereof. 14.2 PERMITS, LICENSES AND REGULATIONS Permits and licenses of a temporary nature necessary for the prosecution of the work shall be secured and paid for by the Contractor. The Owner shall be responsible for permits, licenses and easements for permanent structures or permanent changes in existing facilities unless otherwise specified. The Owner shall make application for permits for crossing highways and railroad prior to the letting, and the Contractor shall obtain said permits and post any required bonds. The Contractor shall be responsible for necessary notices to utility companies, police and fire departments, etc., and comply with all laws, ordinances, rules and regulations bearing on the conduct of the work as drawn and specified. 14.3 SUBSOIL CONDITIONS AND CONDITIONS OF THE SITE It shall be the Contractor's responsibility to determine subsoil conditions prior to submitting his bid, regardless of any verbal or written information which may be furnished by the Owner or Engineer. The Contractor shall become familiar with all conditions of the site prior to submitting his bid proposal. Submission of a proposal shall be considered as evidence that the bidder is familiar with the site and understands all the conditions of the site affecting the work and all else that is required to complete the work in accordance with the Contract Documents. 14.4 ASSIGNMENT The Contractor shall not assign the Contract or sublet it as a whole or in part without the written consent of the Owner, nor shall the Contractor assign any monies due or to become due to him hereunder, without the previous written consent of the Owner. Assigning or subletting the Contract shall not relieve the Contractor or his surety from any Contract obligation. General Conditions — 16 I I 1 14.5 VERBAL AGREEMENTS No verbal agreement with any officer, agent or employee of the Owner before or after execution of this Contract shall affect or modify any of the terms or obligations contained in any of the Contract Documents. 14.6 WAIVERS OF CLAIMS AND CONTINUING OBLIGATIONS The Contractor is obligated to perform the work and complete the project in accordance with the Contract Documents and none of the following shall constitute an acceptance of work not in accordance with the Contract Documents: I ) Approval of any partial or final payment by the Engineer. 2) Any payment by the Owner to the Contractor under the Contract Documents. 3) Any use or occupancy of the project or any part thereof by the Owner. 4) Any correction of defective work by the Owner. The preparation and acceptance of final payment will constitute a waiver of all claims by the Owner against the Contractor except those arising from unsettled liens, from faulty or defective work appearing after final payment or from failure to comply with the requirements of the Contract Documents, and will constitute a waiver of all claims by the Contractor against the Owner except those previously made in writing and still unsettled. 14.7 CLAIMS FOR EXTRA COST The Contractor may submit a Claim for Extra Cost for work ordered after the date of the Contract. Any such Claim shall be made to the Engineer in writing within seven (7) days after the receipt of instructions and before proceeding to execute the work except in an emergency endangering life or property. The Engineer's decision shall be made within seven (7) days after receipt of any Claim for Extra Cost. Denial of a Claim shall be by letter and approval shall be by a written Change Order. t14.8 DISCREPANCIES, ERRORS, OMISSIONS If the Contractor, during the course of his work, discovers any discrepancy between the plans and the physical condition of the project site, or any errors or omissions in the plans or in given survey points and instructions, he shall immediately inform the Engineer in writing, and the Engineer shall promptly verify the same. Any work done by the Contractor after such discovery, until authorized, will be done at his risk. ' 14.9 INDEMNIFICATION ' The Contractor shall indemnify and hold harmless the Owner and the Engineer and their agents and employees from and against all claims, damages, losses and expenses including attomeys' fees arising out of or resulting from the performance of the work, provided that any such claim, damage, loss or expense (a) is attributable to bodily injury, sickness, disease or death, or to injury to or destruction of tangible property ' (other than the work itself) including the loss of use resulting therefrom and (b) is caused in whole or in part by any negligent act or omission of the Contractor, any Subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable, regardless of whether or not ' it is caused by a party indemnified hereunder. If any and all claims against the Owner or the Engineer or any of their agents or employees by any employee of the Contractor, any Subcontractor, anyone directly or indirectly employed by any of them or ' anyone for whose acts any of them may be liable, the indemnification obligation under this Section 14.9 ' General Conditions —17 14.10 14-11 I shall not be limited in any way by any limitation on the amount or type of damages, compensation or ' benefits payable by or for the Contractor or any Subcontractor under Workmen's Compensation acts, ' disability benefit acts or other employee benefit acts. The obligations of the Contractor under this Section 14.9 shall not extend to the liability of the Engineer, his agents or employees arising out of the preparation or approval of maps, drawings, opinions, reports, ' surveys, Change Orders, designs or specifications. ARBITRATION ' Any questions in dispute under this contract may be submitted to arbitration in accordance with the laws of the State of Minnesota and shall be submitted prior to the issuance, by the Engineer, of the Final Payment Voucher. Any dispute, claim or question not submitted to arbitration prior to the issuance of Final Payment Voucher, and any question of procedure not agreed upon by both parties may be submitted to a court of ' competent jurdisdiction for ruling. The Arbitration Board shall consist of three (3) members: one shall be selected by each party, and the two ' so selected shall choose the third, neutral arbitrator. The arbitrators shall be paid an amount agreed upon by both parties. No one shall be selected or act as an arbitrator who has a vested interest financial, competitive, or family relationship with either party. , The Contractor shall prosecute the work during arbitration proceedings except with the written permission of the Engineer and then only until the arbitrators shall have an opportunity to determine whether or not the ' work shall continue until they decide the matters in dispute. Notice of the demand for arbitration of a dispute shall be in writing to the Engineer and the other party to the Contract. If the arbitration is an appeal from the Engineer's decision, demand shall be made within ten , (10) days of receipt of the Engineer's decision. In any other case, the demand for arbitration shall be made within a reasonable time after dispute has arisen. In no case shall a demand be made after the final payment unless otherwise stipulated in the Contract Documents. ' The arbitrators, if they deem the case requires it, are authorized to award to the parry whose contention is sustained such sums as they deem proper to compensate for the time and expense incident to the proceedings, and if the demand for arbitration was made without reasonable cause, they may also award ' damages for delay. The arbitrators may assess upon either or both parties the cost of the proceedings. CLEANING UP AND RESTORATION ' Surplus pipe, materials, tools, equipment and machinery shall be removed from the site by the Contractor. ' All dirt, rubbish and excess earth excavation shall be hauled to a dump site selected by the Contractor, and the construction site shall be left clean to the satisfaction of the Engineer. The Contractor shall restore to their original condition all portions of the site not designated for alteration ' under this contract. L General Conditions —18 1 ' APPLE TREE ESTATES Chanhassen, MN SITE WORK SPECIFICATIONS 1.1 SCOPE OF WORK AND INTENT OF SPECIFICATIONS A. Work under this contract shall consist of the clearing and grading for streets, building pads, and all other areas as required in accordance with these Plans, Specifications, and Contract, and shall include all tools, equipment, materials, supplies and manufactured articles for the project. It shall also include the furnishing of all transportation and services, including fuel, power, water, and essential communications, and for performance of all labor, work, and all else necessary for the ' completion of the work. 1.2 CLEARING AND GRUBBING (MnDOT 2101) A. Removal Limits: Contractor shall remove only trees and shrubs within construction limits indicated on Drawings. B. Clearing shall be accomplished by removing the tree in a safe and considerate manner. Grubbing shall ordinarily by accomplished by excavation and removal. This includes removing the entire ' root mass out to minimum of the drip line of the tree. However, with the permission of the Engineer, grubbing may be accomplished with a grinding device. Inadequate grubbing that results in uneven ground or subsequent tree sprout -ups within one (1) year after grubbing shall be ' reground, topsoiled and sodded without additional compensation to the Contractor. All roots and stumps shall be removed to a depth of not less than 12 inches below original ground surface or subgrade, whichever is lower. C. The Engineer may direct that grades and boulevard slopes be adjusted or varied in the field to save trees. D. Protection of Existing Trees and Shrubs: 1. Contractor shall provide temporary fences, barricades, coverings, or other protections to preserve existing trees and shrubs to remain. 2. Contractor shall be responsible for replacing all damaged trees or shrubs designated to remain in place. Contractor shall replace damaged trees and shrubs with like kind or species determined by Owner. Replace damaged trees with minimum 3" diameter. Owner has right to determine additional tree liability charges. Estimating tree value lost shall be determined in accordance with "The Council of Tree and Landscape Appraisers (CTLA) Guide for Plant Appraisal (8th Edition)." ' E. Disposal: 1. Contractor shall dispose of tree parts and shrubs in safe manner in accordance with local, state, and federal laws or requirements. Elm tree debris for disposal must be removed 1 from the site within 30 days between April 1 and September 30. Between October I and March 31 the Contractor has until May I to remove the debris unless otherwise directed by the Engineer. 2. Contractor is responsible to obtain any necessary permits and approvals required to properly dispose off-site, dump brush, stumps, waste logs, roots, limbs, timber tops, and debris resulting from clearing and grubbing ' 1.3 MISCELLANEOUS REMOVALS (MnDOT 2104) A. Street Aggregate 1. Salvage aggregate from existing streets or parking lot and stockpile on-site prior to ' installation of underground utilities. 2. Salvaged aggregate may be used for granular pipe bedding material or aggregate backfill. B. Concrete Curb, Gutter, Driveway, and Walk 1. Remove curb, gutter, sidewalk, and similar structures at existing joint or sawcut straight ' joint to aid in removal. C. Bituminous Pavement 1. Construct straight and vertical butt joints in removal of bituminous pavement. ' D. Sawcuts: 1. Asphalt pavement shall be cut minimum 3 inches deep. ' SW -1 I 1 1 1 1 1 7 1 APPLE TREE ESTATES Chanhassen, MN 2. Concrete surfaces sawcuts shall be straight and extend into concrete surface 1/3 of its depth. 3. Sawcuts shall not extend into new pavement placed in the work under this Contract. 4. Sludge from sawing shall be removed from pavement upon completion of each sawcut by methods that minimize amount of sludge flowing onto or being deposited o pavement of any live traffic lane. E. Pipe Culverts 1. Remove pipe culverts and flared -end sections and dispose. F. Manholes and/or Catch Basins 1. Remove total structure, salvaging casting if indicated, break into smaller pieces and dispose. G. Retaining Walls 1. Remove and dispose of existing retaining walls designated for remove, including, but not limited to: tie -backs, anchorages, subsurface blocks, foundations, and drain tile. 2. Temporarily support soil by wall if needed. 3. Do no damage nearby structures or other items not designated for removal. 1.4 SALVAGED MATERIALS A. Pipe culverts 1. Remove in a manner that will prevent damage to culvert and apron endwalls. 2. All sediment within salvaged pipe culverts shall be removed prior to either reinstallation of stockpiling. B. Manhole, Catch Basin, and/or Castings 1. Remove in a manner that will prevent damage to structure, joints, castings, grates, or covers. 2. Stockpile at a location designated by owner, if not designated for re -use. C. Hydrants and Valves 1. Remove in a manner that will prevent damage to hydrant, valves, fittings, and pipe. 2. Install mechanical plug or cap in existing tee after hydrant lead has been removed. 3. Salvage of hydrant valves will be considered incidental to salvaged hydrants. 4. Stockpile at a location designated by owner, if not designated for re -use. 1.5 DISPOSING OF REMOVED MATERIALS A. General: All materials, not designated in contract to be salvaged, shall be removed from right-of- way and project site. B. Contractor is responsible for finding suitable disposal site. C. All materials designated for salvage and reuse shall be placed at locations that do not prohibit access to project site, but are near areas where they will be reused. 1.6 METHOD OF MEASUREMENT A. CLEARING AND GRUBBING indicated on Drawings shall be lump sum, and includes all handling, hauling, piling, burning, off-site disposal, chipping, oil treatment, wound treatment, re- handling and disposal of waste and debris. B. REMOVE CONCRETE CURB AND GUTTER shall be measured by linear foot along face of curb. C. REMOVE CONCRETE SIDEWALK AND DRIVEWAY shall be measured by area on square yard basis. D. REMOVE ASPHALTIC PAVEMENT shall be measured by area on square yard basis. E. REMOVE OR SALVAGE CULVERT, as case may be, shall be measured by linear foot of their laying length, including endwalls. F. SAWCUT will be measured by linear foot of completed and accepted work. Overcuts will not be measured for payment. G. ABANDON MANHOLES, INLETS, OR PIPES shall be measured by each unit complete. H. SALVAGED ASPHALTIC PAVEMENT shall be measured by area in square yards. SW -2 ' APPLE TREE ESTATES Chanhassen, MN I. SALVAGED ASPHALTIC PAVEMENT, MILLING shall be measured by the area in square yards at the depth specified in the plans or bid items. ' I. REMOVE OR SALVAGE MANHOLE, INLET, OR CASTING shall be measured by each unit complete. K. REMOVE OR SALVAGE HYDRANT OR VALVE shall be measured by each unit complete. 1.7 METHOD OF PAYMENT A. SALVAGE STREET AGGREGATE shall have no separate payment made, and all costs therefor shall be included in prices named in Bid Sheets for various appurtenant items of work. ' B. CLEARING AND GRUBBING at contract unit price as measured above, shall be payment in full for all clearing and for all grubbing actually required and performed within clearing and grubbing limits as shown on plans or directed by Engineer, and for all handling, hauling, piling, burning, off- site disposal, chipping, oil treatment, wound treatment, rehandling and disposal of waste and debris. C. REMOVE CONCRETE SIDEWALK AND DRIVEWAY removal at contract unit price as ' measured above shall be payment in full for removal and disposal as specified, including furnishing all equipment, labor, tools, and incidentals necessary to complete work. D. REMOVE ASPHALTIC PAVEMENT removal at contract unit price as measured above shall be payment in full for removal and disposal as specified, including furnishing all equipment, labor, ' tools, and incidentals necessary to complete work. E. REMOVE OR ABANDON PIPE OR CULVERTS at contract unit price as measured above shall be compensation in full for removal or abandonment and disposal as specified, including furnishing all equipment, labor, tools, and incidentals necessary to complete work. F. REMOVE OR ABANDON MANHOLE AND/OR INLET measured as provided above shall be compensation in full for removing, breaking down, closing, plugging, or sealing and disposing; for furnishing all equipment, tools and incidentals necessary to complete the work. G. SALVAGE PIPE CULVERT at contract unit price as measured above shall be compensation in full for removal and delivery to site designated by Engineer in good condition as specified, including furnishing all equipment, labor, tools, and incidentals necessary to complete work. H. SAWCUT at contract price as measured above for sawing existing pavement shall be payment in full for all sawcuts, including full -depth sawcuts and for furnishing all labor, tools, equipment, and incidentals necessary to complete work. I. SALVAGED ASPHALTIC PAVEMENT at contract price as measured above for pulverizing or ' removing asphalt and aggregate, hauling, and stockpiling, including any necessary processing; and for furnishing all labor, tools, equipment, and incidentals necessary to complete work. I. SALVAGED ASPHALTIC PAVEMENT, MILLING, measured as provided above will be paid for at the contract unit price per square yard, which price shall be full compensation for removing, hauling, and stockpiling, and for furnishing all labor, equipment, tools and incidentals necessary to complete the work. ' K. REMOVE OR SALVAGE HYDRANT OR VALVE, as the case may be, measured as provided above shall be compensation in full for removal and disposal or removal and delivery to Owner in good condition, or reinstallation as specified; including plugging existing tee, furnishing all equipment, tools and incidentals necessary to complete the work. ' L. SALVAGE MANHOLES, INLETS, OR CASTINGS, measured as provided above shall be compensation in full for removal and delivery in good condition or re -use as specified; for furnishing all equipment, tools and incidentals necessary to complete the work. 1 1 SW -3 I 1 LJ 1 APPLE TREE ESTATES Chanhassen, MN GRADING SPECIFICATIONS 1.1 SCOPE OF WORK AND INTENT OF SPECIFICATIONS A. Work under this contract shall consist of the grading for streets, building pads, and all other areas as required in accordance with these Plans, Specifications, and Contract, and shall include all tools, equipment, materials, supplies and manufactured articles for the project. It shall also include the furnishing of all transportation and services, including fuel, power, water, and essential communications, and for performance of all labor, work, and all else necessary for the completion of the work. 1.2 EARTHWORK GENERAL A. It shall be the Contractor's responsibility to grade the project to conform to the plan elevations and cross sections. The Contractor shall determine hold-down quantities to ensure a balanced site when complete. Hold-downs to include building pads and parking lottstreet section. The remainder of the site shall be graded to drain and blend with the controlled sections. 1. The Contractor shall finish subgrade foundation within the following tolerances: a. When subgrade is being prepared for placement of aggregate sub -base or is being finished for acceptance of grading construction, then elevation of finished surface shall not vary by more than 0.10 foot from prescribed elevation at any point where measurement is made. b. When subgrade is being prepared for placement of aggregate base, then elevation of finished surface, at time the next layer is placed, shall not vary by more than 0.05 foot above or 0.10 foot below prescribed elevation at any point where measurement is made. C. When subgrade is being prepared for placement of surface course, then elevation of finished surface, at time the next layer is placed, shall not vary by more than 0.05 foot from the prescribed elevation at any point where measurement is made. 2. The Contractor shall finish lawn or unpaved areas to receive topsoil to within not more than 0.10 feet above or below required subgrade elevations. 3. The Contractor shall shape surface of areas under walks with finish surface not more than 0.50 feet above or below required subgrade elevations. 4. All excavated slopes or areas and all embankment slopes or areas, designated to be covered with topsoil or salvaged topsoil, shall be undercut to the necessary depth to provide for the specified amount of topsoil or salvaged topsoil to be placed and finished to the required grade lines and sections at no additional cost to the Owner. 5. Any corrections required per the above tolerances shall be re -graded by the Contractor at his expense unless, in the opinion of the Engineer, the variance is not harmful to the Owner, and the quantity balance is not excessively disturbed. a. If such regrading is necessary, the topsoil will be re -salvaged and re -spread at the Contractor's expense. 1.3 COMMON EXCAVATION A. This work consists of construction of excavations and embankments required to complete the project in accordance with the Plans and Specifications, but not specifically provided for elsewhere within these project's Special Provisions. B. The Contractor shall excavate and segregate all the various materials encountered to the depth as shown on the Plans and as determined by the Soils Engineer. 1. All select materials shall be used in the street and building pad construction. 2. Placement of select material in the streets shall be completed prior to using any available select material in building construction. C. Sufficient existing topsoil or organic material shall be salvaged by the Contractor to provide a minimum of four inches of cover for all disturbed portions of the project except streets (or as indicated on the Landscape Plan). 1. Topsoil Removal: GRAD -1 ' GRAD -2 APPLE TREE ESTATES Chanhassen, MN ' a. Cut or mow and remove grass, weeds, and other vegetation before stripping topsoil. ' b. Remove all topsoil within grading limits and store at location designated by owner. C. Excess topsoil not designated for salvage shall be removed from the site and be disposed of by the Contractor. D. Excavation areas shall be over -excavated a minimum of four inches and mineral soil embankment areas shall be left four inches low except in streets and building pads at the owner's discretion 1. Topsoil Respread: ' a. Four inches of the salvaged topsoil or organic material shall be spread over over - excavated areas. b. The finished product shall have a smooth and blended appearance. C. This work is incidental to common excavation. E. All fill material in building areas or streets shall be compacted to 100% of Standard Proctor density in the upper three feet and 95% of Standard Proctor density below the upper three feet. 1. Vertical lifts shall not exceed eight inches loose thickness. ' 2. The Owner, at his expense, shall employ a recognized soils laboratory to run compaction tests as required to determine compliance with these requirements. a. Failure to meet the compaction requirement shall mean removal of the material involved and replacement until this requirement is met at no additional expense to the Owner. b. Cost of compaction re -tests shall be paid for by the Contractor. ' F. All other embankments placed shall be subject to Ordinary Compaction Requirements. 1. Ordinary Compaction Requirement is hereby defined as: one foot loose lifts at nearly optimum moisture content compacted until no further yielding is evident. 2. If so desired by the Engineer, density tests shall be taken to verify the field observations. a. Provided such tests are taken, 90% of Standard Proctor density shall be considered the minimum acceptable density. G. Any slope steeper than 4:1 shall be notched prior to placing any fill thereon. Material other than select shall be used for embankment only where designated by the Engineer. ' 1. This material shall be placed in the embankment by methods similar to the Ordinary Compaction Method, as is feasible. H. The edges of all backslopes and fill slopes shall be shaped to blend into the natural ground and shall be covered with a minimum of four inches of topsoil. I. All streets shall be graded to within 0.2 feet of the grade required under this Contract. 1. The 0.2 foot tolerance shall not be consistently high or low leaving the project with an unbalanced excess or shortage of material for final street construction by others. 1.4 SUBGRADE EXCAVATION A. This work consists of excavation below finished grade or twelve inches below natural ground, ' whichever is lower, to remove unstable, unsuitable, or organic material prior to placing embankments for street or building areas. B. The limits of this excavation will be 1/2:1 slopes providing sufficient width at the bottom of the excavation to allow a 1:1 side slope of the pad embankment (street or building pad) and length and ' depth as approved by the Soils Engineer or his authorized representative and to the bottom of all organic materials. 1. The excavation will be left open to allow the Soils Engineer to inspect and approve the foundation material, and take necessary tests. 1.5 SELECT GRANULAR BORROW A. Select Granular Borrow, if needed, shall be material provided by the contractor to balance the ' project for site grading. B. The borrow material shall be granular material suitable for building pad and roadway construction, ' in accordance with the specifications of MnDOT 3149. ' GRAD -2 APPLE TREE ESTATES Chanhassen, MN 1.6 EROSION CONTROL (MnDOT 1717.2) AND STORM WATER MANAGEMENT (MnDOT 2573) A. The Contractor shall exercise care to provide erosion protection on slopes disturbed by construction particularly adjacent to ponds, marshes and waterways before construction begins. These areas shall be protected by properly installed silt fence or other means as approved by the Engineer. Erosion protection facilities, in place when work is started, shall be maintained unless the Engineer approves removal. The Contractor shall prevent sediment from leaving the disturbed area. Should the Contractor fail in preventing sediment leaving the disturbed area, such sediment that becomes deposited elsewhere in streets, storm sewers, ponds, or marshes downstream shall be removed at the Contractor's expense. Any and all work that may result from the ineffectual maintenance of erosion control shall be the Contractor's expense. This may include, but it is not limited to storm sewer cleaning, sod replacement, street cleaning, curb and gutter replacement and sedimentation removal. 1. The Minnesota Erosion Control Association (651-351-0630) updates their reference guide yearly, which includes a list of erosion control suppliers and Contractors. Also, MnDOT maintains a list of approved Erosion Control products at hn://mnroad.dot.state.mn.us/matedLIs/appchart.M. B. The Contractor shall report to the Engineer, in writing, any undesirable conditions: such as sand in manholes or pipes, sedimentation in ponds, faulty erosion control measures, etc. prior to commencing work in any area. Once excavation or utility work has commenced it will be assumed that all damage to erosion control provisions or sedimentation, except that reported above, has been caused by the Contractor's operations, and it shall be the responsibility of such Contractor to make the necessary repairs. C. The Contractor shall be responsible for scheduling and conducting all of his various grading operations in a sequence that will insure that adequate drainage in all project areas is maintained at all times. 1. Adequate drainage is interpreted as dispersal of existing or precipitated water as necessary to prevent interference with grading operations, delays or accumulations adversely affecting the soils. D. Erosion and sediment control measures by the Contractor shall be continuous or recurring as may be necessary on each drainage feature to insure adequate prevention of undesirable soil movement. This may entail the construction of temporary sedimentation basins and filter barriers which will pass water but strain out acceptable percentages of the sediment load. 1. Diversion structures such as temporary compacted earth dikes, silt fences staked in place, sandbagging, side ditching and furrows shall be constructed where needed to intercept run-off before damaging concentrations can erode or pollute. E. Unless pay items are included for erosion control measures, such costs shall be incidental to the project. When a bid item for erosion control measures such as silt fence is included in the proposal, the unit price shall include all labor and materials to install, maintain and remove the erosion control measures. Payment will not be made for replacing damaged, stolen, or otherwise non-functional erosion control measures. 1.7 METHOD OF MEASUREMENT AND PAYMENT A. Common Excavation — Measurement and payment shall be plan quantity and shall be at the unit bid price. B. Subgrade Excavation — Measurement and payment shall be measured quantity. Topsoil stripping up to twelve inches will be considered incidental; therefore, twelve inches will be deducted from the measured depth in determining payment quantity. C. Select Granular Borrow — Measurement and payment shall be measured quantity. D. Definitions 1. For plan quantities, the quantity as shown on the Contract shall be considered correct and no consideration shall be given for deviations of actual quantities there from unless a change is made by the Engineer. Such change shall be measured separately and added to or deducted from Plan Quantity to determine the appropriate compensation. 2. For measured quantities, the work shall be measured and recorded during construction. GRAD -3 [1 1 1 1 1 1 1 1 1 APPLE TREE ESTATES Chanhassen, MN The lump sum or contract unit prices shall be compensation in full for sales tax, labor benefits, supervising, tools, equipment, fuel, mobilization of all equipment, clearing surface obstructions, clearing, foundation removal, subgrade excavation, common excavation, embankment and disposal of excess material on site, compaction treatment of subgrade, grading slopes, placing topsoil and any other operations necessary to the satisfactory completion of the work detailed in the Plans and Specifications. GRAD -4 ' APPLE TREE ESTATES Chanhassen, MN t SUPPLEMENTAL CONDITIONS ' 1.1 SCOPE OF WORK AND INTENT OF SPECIFICATIONS ' A. Work under this contract shall consist of famishing all plant, tools, equipment, materials, supplies and manufactured articles for the project. It shall also include the famishing of all transportation and services, including fuel, power, water, and essential communications, and for performance of all labor, work, and all else necessary for the completion of sanitary sewer, watermain, storm sewer ' and streets together with all appurtenant items in accordance with these Plans, Specifications and Contract. 1.2 SPECIFICATIONS WHICH APPLY A. The specifications contained herein and the grading and construction plans for Apple Tree Estates together with those portions of the MnDOT Standard Specifications for Construction, 2005 Edition, and all supplemental specifications thereof, except as modified herein, shall apply. ' 1.3 OWNER A. The Owner for this project shall be United Properties. ' 1. Upon completion of the work in accordance with these Plans and Specifications, the Owner will be dedicating the work within the public right-of-way to the City for perpetual maintenance subject to approval by the City Council. 2. Authorized representatives of the City shall have access to all parts of the job at all times. a. No major changes from the Plans shall be made in the work except by the authorization and approval of the Owner and Engineer. 1.4 ENGINEER, STAKING AND INSPECTION A. The Engineer for this project shall be: Plowe Engineering, Inc. 6776 Lake Dr Ste 110 Lino Lakes, Minnesota 55014 Phone: (651) 361-8210 FAX: (651) 361-8701 B. Staking will be provided by the Owner through: E.G. Rud & Sons Land Surveying, Inc. 6776 Lake Dr Ste 110 Lino Lakes, Minnesota 55014 ' Phone: (651) 361-8200 FAX: (651) 361-8701 ' 1. If, for any reason other than plan or staking errors, it becomes necessary to restake portions of the project which have been previously staked, the cost of said restaking shall be deducted from the final payment due the Contractor. 2. The Surveyor will not be required to stake at any one time less line and grade than the Contractor can construct in a period of three days. 1.5 BIDDER'S RESPONSIBILITY ' A. It is the responsibility of the bidder to: 1. Examine, study, and understand all bidding documents, addenda, and other related data. 2. Make field inspections and other site investigations deemed necessary to completely ' construct the project in accordance with the Plans and Specifications. a. Investigations of subsurface conditions are solely the responsibility of the bidder. I 1 I 1 1 11 ISI J APPLE TREE ESTATES Chanhassen, MN 3. Be familiar with all local, state, and federal laws and regulations that may affect cost, progress, or performance of work 1.6 OPENING OF PROPOSALS AND AWARD OF CONTRACT A. The Owner reserves the right to open and consider the proposals at a time and place to be designated by the Owner and to award a Contract in the best interests of the Owner. B. The right is reserved to award the contract and send the successful bidder the necessary Contract at any time within thirty days after the date on which proposals are received. 1.7 MODIFICATIONS BY OWNER A. The Owner reserves the right to modify the Plans, Specifications, Special Provisions or Proposal for any individual project at any time, subject to the following conditions: I. Such modification will be made by Addendum, duly numbered and dated. 2. Such Addendum will be mailed, faxed or sent by telegram to each prospective bidder who has received a Proposal prior to the date of the Addendum, and each such bidder shall acknowledge receipt of that Addendum on this Proposal form. 3. Such Addendum will be attached to all Specifications issued after the date of the addendum and shall remain a part thereof. 1.8 STARTING AND COMPLETION DATES A. All site utility and street work shall be completed as specified in Contract. 1.9 CONTRACTOR'S SCHEDULE A. The Contractor shall prepare, with the assistance of the Engineer, a proposed schedule of operations. 1. Schedule shall indicate the number, location and type of crews working and the estimated dates of the starting and completion of various phases of the work. 2. Schedule shall be revised periodically to allow for changes that develop during the performance of the work. 3. The Owner, through his Engineer, shall reserve the right to designate an order in which construction is to proceed to coincide with his development schedule. 1.10 CONTRACTOR'S SUPERVISION A. The Contractor's organization shall provide a foreman or superintendent on the job site at all times. 1. The foreman or superintendent shall have knowledge of the work in progress, of the plans, of specifications, and shall have the authority to make decisions regarding the ensuing operation. 1.11 PRECONSTRUCTION MEETING A. The Owner or the Engineer shall schedule a preconstruction meeting prior to the starting of any work on this project. 1. The Engineer and the Contactor will be required to attend. a. The Contractor and his employee(s) who will be in charge of supervising the work, as well as all subcontractors and other interested parties (small utilities, to include: gas, phone, electric, cable, etc.), will be present. 2. The Owner is recommended to attend. 1.12 LISTS OF MATERIALS, SUPPLIERS AND SUBCONTRACTORS A. The Contractor shall submit to the City, Owner, and Engineer a list of materials and respective suppliers as well as all tests of materials. B. The Contractor shall supply the City, Owner, and Engineer with a list of all subcontractors. I 1 1 11 APPLE TREE ESTATES Chanhassen, MN 1.13 CHANGE ORDERS A. Any changes in the work for any reason must be approved in writing by the Engineer and the Owner. 1. Upon such order, it will be the responsibility of the Contractor to obtain said written approval before proceeding with changed portion of the work. 1.14 WORKING HOURS A. Working hours shall be in accordance with federal, state, and local rules and ordinances. 1.15 PROTECTION OF UTILITIES A. The Contractor's attention is invited to the requirements of the General Conditions concerning protection of utilities. 1. Check all existing manholes, catch basins, gate valves boxes, stop boxes, culverts, and storm sewer lines in the construction zones to determine their condition prior to commencing construction. a. Failure to report deficiencies in writing, and have such deficiencies acknowledged in writing by the Engineer, will be cause for any required repairs and/or cleaning to be charged to the Contractor. b. The plans included in this Contract will contain information relative to the location of existing utilities to the extent that this information is available from the respective utility company. The Owner does not, however, guarantee the locations as shown on the plan, and it is the Contractor's responsibility to ascertain the final location of these utilities and to notify the utility companies prior to commencing construction. 2. Special care shall be taken in crossing of underground gas, electric and telephone main conduits by watermain, sanitary sewer, storm sewer, and their appurtenances. 3. The Contractor shall cooperate with private utility company concerned in protecting and supporting conduits for uninterrupted service. a. The utility company shall be notified immediately of any damage to conduits. 4. The Contractor shall also exercise extreme care in backfilling and compacting the trench under utility conduits which cross the water and sewer trench perpendicularly. a. Backfill immediately under the utility conduit shall be placed in lifts not to exceed one foot in depth and thoroughly compacted with an approved vibratory compactor. 1.16 DEWATERING A. The Contractor shall provide excavation dewatering as necessary to allow for construction on a stable foundation, all at the expense of the Contractor. B. Dewatering may be controlled by permit from the DNR or other agencies. 1. The Contractor is responsible for application for any necessary permits and compliance with the conditions of the permit. 2. Dewatering is required to be completed in conformance with NPDES requirements. C. The Contractor shall discharge any clean water resulting from dewatering into an approved storm sewer system. 1. No water shall be pumped onto the street. 2. No sediment laden water shall enter a storm drain, pond, or surface water without pre- treatment pond, or surface water without pre-treatment. D. Payment for dewatering shall be incidental. 1.17 PIPE BEDDING A. The contractor will prepare the pipe bedding in accordance with the provisions set forth in the City standard detail plates. 1. Where existing pipe foundation material is determined by the Engineer to be unsuitable, it shall be removed and replaced with granular foundation material. APPLE TREE ESTATES Chanhassen, MN a. This granular foundation material shall be taken from on-site areas designated by 1] 11 A. Rip -rap shall conform to the provisions of MnDOT 2511. I. Rip -rap shall be hand -placed. B. Rip -rap shall be Class IB quarry stone conforming to the provisions of MnDOT 3601.2B. C. Geotextile fabric use for rip -rap installation shall be Type III and conform to the provisions of MnDOT 3733. D. Rip -rap shall be extended to the bottom of the pond, creek, or ditch. 1.20 STREET SUBGRADE A. The contractor will be required to prepare the subgrade in accordance with the provisions of MnDOT 2112. 1. Prior to completion of the grading operations, the street subgrade will be staked for the Contractor so that he can satisfy himself that the rough grading performed by the grading contractor is to proper grade and compaction prior to beginning work on the project. 2. It will be graded to the following tolerances: The finished subgrade elevation shall be ±0.20 foot from plan elevation, with elevations not being predominately high or low causing an excess or shortage of material. 3. The width and location of the subgrade shall be within 1.0 foot of the width and location shown on the plans. B. Test Roll 1. Prior to placement of the aggregate or bituminous base, a test roll on the street subgrade will be performed in accordance with the provisions of MnDOT 2111. 2. The street shall be graded, rolled, compacted and shaped to the section as shown on the Plans. The area between one foot outside the back of curbs shall then be test rolled. 3. The Contractor shall provide a loaded tandem axle truck with a minimum gross weight of 25 tons. a. The Contractor shall provide a weight ticket for the test roll to the Engineer during the test roll. 4. The test rolling shall be at the direction of the Engineer. Owner. 2. Rock foundation material shall be used only when directed by the Engineer. a. Rock bedding used by the Contractor in lieu of dewatering shall be considered incidental to pipe installation and no additional compensation will be provided. ' 1.18 BACKFILLING AND TRENCH COMPACTION A. The contractor will prepare the subgrade in accordance with the provisions of MnDOT 2451. 1. Backfilling shall be accomplished with the use of suitable materials selected from the ' excavated materials to the maximum extent available and practical. a. Should materials available within the trench be deemed unsuitable or insufficient, the Contractor shall, when directed by the Engineer, replace unsuitable material beneath roadways with suitable material available from other parts of the project. 2. The removal and disposal of unsuitable material and the hauling, placing, and compacting of the surplus material shall be considered incidental to pipe installation and no payment ' shall be made for this item. 3. Compaction of backfill shall be done in lifts of uniform layers of loose material, not to exceed twelve inches (12') except by authority of the Engineer. ' a. Each lift shall be compacted over the entire width of the excavated area. 4. Service trenches are to be compacted in the same manner as the main trench. a. Where curb and gutter exist, sufficient curb and gutter shall be removed to allow ' the prescribed compaction over the entire area. 1.19 RIP -RAP 1] 11 A. Rip -rap shall conform to the provisions of MnDOT 2511. I. Rip -rap shall be hand -placed. B. Rip -rap shall be Class IB quarry stone conforming to the provisions of MnDOT 3601.2B. C. Geotextile fabric use for rip -rap installation shall be Type III and conform to the provisions of MnDOT 3733. D. Rip -rap shall be extended to the bottom of the pond, creek, or ditch. 1.20 STREET SUBGRADE A. The contractor will be required to prepare the subgrade in accordance with the provisions of MnDOT 2112. 1. Prior to completion of the grading operations, the street subgrade will be staked for the Contractor so that he can satisfy himself that the rough grading performed by the grading contractor is to proper grade and compaction prior to beginning work on the project. 2. It will be graded to the following tolerances: The finished subgrade elevation shall be ±0.20 foot from plan elevation, with elevations not being predominately high or low causing an excess or shortage of material. 3. The width and location of the subgrade shall be within 1.0 foot of the width and location shown on the plans. B. Test Roll 1. Prior to placement of the aggregate or bituminous base, a test roll on the street subgrade will be performed in accordance with the provisions of MnDOT 2111. 2. The street shall be graded, rolled, compacted and shaped to the section as shown on the Plans. The area between one foot outside the back of curbs shall then be test rolled. 3. The Contractor shall provide a loaded tandem axle truck with a minimum gross weight of 25 tons. a. The Contractor shall provide a weight ticket for the test roll to the Engineer during the test roll. 4. The test rolling shall be at the direction of the Engineer. 1.22 PLANT -MIXED ASPHALT PAVEMENT A. This work shall conform to the requirements of MnDOT 2360 except as modified or clarified herein. B. Construction requirements 1. Restriction a. Bituminous mixtures shall not be placed when, in the opinion of the Engineer, the weather or roadway conditions are unfavorable. b. Bituminous surface shall be placed only during the hours of daylight (except as noted below) and when the road surface is dry. Mixtures may be placed when the air temperature is 33 degrees F. or more and rising, but shall not be placed when the air temperature is 40 degrees F. or less and falling. 2. Preparation of the Base a. When sweeping streets prior to any paving, the sweeping shall be performed with a pickup sweeper or in a manner, which precludes dust debris being deposited on the boulevard or lawn. This sweeping shall be incidental. b. Tack coat shall be applied between all layers regardless of the time between lifts in accordance with MnDOT 2357. 3. Mixture Proportions for the Job Mix Formula a. All mixtures shall meet the mixture design requirements for MnDOT 2360. 4. Rolling and Compaction a. A control strip shall be constructed at the beginning of the work on each lift of each course and meet the requirements of MnDOT 2360.6C. After the mixed material has been placed as specified, the initial rolling shall be accomplished by means of a tandem steel -wheeled roller. The rolling shall follow as closely behind the spreading operation as practicable without causing undue displacement or pickup of the mixture. The rolling shall begin longitudinally at the outer edges of the course and progress toward the centerline. Each pass of the roller shall overlap the preceding pass by at least one-half the width of the roller and shall terminate at least three feet in advance of or to the rear of the termination of the preceding pass. Following the initial rolling, the entire surface APPLE TREE ESTATES Chanhassen, MN a. At the direction of the Engineer or his authorized representative, a test roll of the aggregate base may be required, once the base section has been constructed. ' 5. Test rolling is incidental to street construction. 6. The roadbed will be considered unstable if, under the operations of the test roll, the surface shows yielding or rutting of more than one inch, measured from the original ' surface to the bottom of the rut, or as determined by the Engineer. 7. The Engineer shall be notified at least (24) hours in advance of the proof rolling so that this test may be observed. 8. The Contractor shall take any steps necessary to protect underground pipe or utility ' installations during these operations. Any underground installations damaged shall be replaced at the Contractor's expense. 9. Any spots or displacements, which appear during test rolling shall be corrected by scarifying, drying, aerating, or watering and recompacting as required to obtain stability or by excavating to solid material and backfilling with material suitable for base construction. Unsuitable material, such as vegetation, rubbish, large stones, peat, and wet clay shall be removed and disposed of as directed by the Engineer. After correction, the ' area shall be test rolled as directed by the Engineer. ' 1.21 STREET AGGREGATE BASE A. Aggregate base shall be installed in accordance with the provisions of MnDOT 3138. 1. Aggregate base construction shall be by the method of ordinary compaction. a. Water truck and steel roller are required when aggregate is placed. Excess rock, when streets are toleranced, will be removed and replaced with new aggregate. 1.22 PLANT -MIXED ASPHALT PAVEMENT A. This work shall conform to the requirements of MnDOT 2360 except as modified or clarified herein. B. Construction requirements 1. Restriction a. Bituminous mixtures shall not be placed when, in the opinion of the Engineer, the weather or roadway conditions are unfavorable. b. Bituminous surface shall be placed only during the hours of daylight (except as noted below) and when the road surface is dry. Mixtures may be placed when the air temperature is 33 degrees F. or more and rising, but shall not be placed when the air temperature is 40 degrees F. or less and falling. 2. Preparation of the Base a. When sweeping streets prior to any paving, the sweeping shall be performed with a pickup sweeper or in a manner, which precludes dust debris being deposited on the boulevard or lawn. This sweeping shall be incidental. b. Tack coat shall be applied between all layers regardless of the time between lifts in accordance with MnDOT 2357. 3. Mixture Proportions for the Job Mix Formula a. All mixtures shall meet the mixture design requirements for MnDOT 2360. 4. Rolling and Compaction a. A control strip shall be constructed at the beginning of the work on each lift of each course and meet the requirements of MnDOT 2360.6C. After the mixed material has been placed as specified, the initial rolling shall be accomplished by means of a tandem steel -wheeled roller. The rolling shall follow as closely behind the spreading operation as practicable without causing undue displacement or pickup of the mixture. The rolling shall begin longitudinally at the outer edges of the course and progress toward the centerline. Each pass of the roller shall overlap the preceding pass by at least one-half the width of the roller and shall terminate at least three feet in advance of or to the rear of the termination of the preceding pass. Following the initial rolling, the entire surface J 1 1 I 1 1 APPLE TREE ESTATES Chanhassen, MN 1.23 CONCRETE CURB AND GUTTER A. The contractor shall construct and install concrete curb and gutter in accordance with the provisions of MnDOT 2531. B. General 1. The sidewalk may be curved and/or raised if necessary to save trees or other improvements as determined by the Engineer. 2. Existing concrete and bituminous driveways shall be sawed at the point where the new work will abut the existing drive. 3. String lines or forms shall not be left in place through driveways at night, or during weekends and holidays or when workers are not present. C. Material and Construction Requirements 1. Except when otherwise noted in the Supplemental Conditions a MnDOT Certified plant shall provide all ready -mixed concrete. All materials and construction requirements shall conform to MnDOT Specification and the following: a. Structures 1 The curb and gutter shall be built to fit any drainage structures, which may be encountered. Normally final adjustment of structures shall be made at the time forms are set. The transitions from the regular curb and gutter sections shall be constructed as directed by the Engineer. The exposed surface shall be left in front of any structures. Curb and gutter shall be poured with full forms on the front; no overpour will be allowed in front of curb and gutter catch basins. b. Joints I Contraction joints shall be placed in the sidewalk at five-foot intervals and shall align with like joints in the adjoining or neighboring work. Contraction joints shall be approximately 1/8" in width and shall be cut to a depth of at least 1/3 the structure thickness, but not less than %". shall be rolled by pneumatic -tired rollers until there is not further evidence of consolidation. The Contractor shall furnish documentation of the growth curve to the Engineer. The finish rolling of the wearing course shall be done with a tandem steel wheeled roller until all roller marks are eliminated. b. The use of vibratory rollers will be permitted by written authorization of the Engineer as an alternate to any of the above described procedures or equipment where equivalent results can be obtained. After compaction, the surface shall be smooth and true to crown and grade as shown on the Plans. 5. Miscellaneous Details of Construction a. Transverse joints in adjacent strips shall be separated a minimum of five feet. When material is placed in more than one layer, longitudinal joints shall be separated a minimum of one foot. Traffic shall not be permitted over an unmatched longitudinal joint except at locations directed by the Engineer. b. When making a connection to an existing bituminous stabilized surface, the plant -mixed bituminous surface shall be tapered to provide a smooth connection as directed by the Engineer. When connecting to an existing asphaltic concrete mat, the joint shall be made vertical and painted with a uniform coat SC or RC bituminous material. C. Unless otherwise directed by the Engineer the construction of each pavement course shall start at the point farthest away from the mixing plant and progress toward the plant, so that no hauling will done over freshly laid pavement. d. Bituminous material shall not normally be deposited on the road if the rolling cannot be completed before dark. e. Weight of the trucks shall be controlled so that no damage will be inflicted upon the base or any haul road. 1.23 CONCRETE CURB AND GUTTER A. The contractor shall construct and install concrete curb and gutter in accordance with the provisions of MnDOT 2531. B. General 1. The sidewalk may be curved and/or raised if necessary to save trees or other improvements as determined by the Engineer. 2. Existing concrete and bituminous driveways shall be sawed at the point where the new work will abut the existing drive. 3. String lines or forms shall not be left in place through driveways at night, or during weekends and holidays or when workers are not present. C. Material and Construction Requirements 1. Except when otherwise noted in the Supplemental Conditions a MnDOT Certified plant shall provide all ready -mixed concrete. All materials and construction requirements shall conform to MnDOT Specification and the following: a. Structures 1 The curb and gutter shall be built to fit any drainage structures, which may be encountered. Normally final adjustment of structures shall be made at the time forms are set. The transitions from the regular curb and gutter sections shall be constructed as directed by the Engineer. The exposed surface shall be left in front of any structures. Curb and gutter shall be poured with full forms on the front; no overpour will be allowed in front of curb and gutter catch basins. b. Joints I Contraction joints shall be placed in the sidewalk at five-foot intervals and shall align with like joints in the adjoining or neighboring work. Contraction joints shall be approximately 1/8" in width and shall be cut to a depth of at least 1/3 the structure thickness, but not less than %". C. rN APPLE TREE ESTATES Chanhassen, MN 2 In six-inch concrete walk for driveways, contraction joints shall be placed so that no slab is larger than 100 square feet in area 3 Expansion joints shall be placed in curb and gutter and in sidewalk at the beginning and end of all radii, and shall align with like joints in adjoining work. Expansion joints shall also be placed against all existing fixed objects. Placing Concrete I Hot weather placement shall follow the requirements of ACI 305R and cold weather placement shall follow the requirements of ACI 3068 Concrete shall not be placed on any foundation whose temperature is 32 degrees or less. During cold weather, concrete may be placed when the air temperature in the shade is 33 degrees F or more and rising; concrete shall not be placed when the air temperature is below 40 degrees F. and falling. In no case shall concrete by placed upon frozen subgrade. If the concrete has been place in accordance with the above provisions and the temperature drops to 32 degrees F. or less, the concrete shall be covered with insulating blanket or polyethylene and a sufficient depth of straw to prevent freezing. The concrete shall be protected from any falling precipitation. 2 All concrete surfaces poured after October 1" shall be cured with extreme service membrane or insulation and oil -treated in accordance with MnDOT Specifications 2521 and 2531. 3 Apply membrane to all exposed surfaces, including formed surfaces. 4 Apply membrane to the back of curb and face of gutter as soon as forms are stripped. 5 No. 4 reinforcing bars shall be placed in the concrete adjacent to manholes, catch basins and at other locations where the concrete is like to crack, as approved and are incidental to the concrete unit price. 6 Curing compound shall be applied within one hour after finishing at the approximate rete of one gallon per 150 square feet of surface curing area. Stamped Texture (verify patterns and locations with Engineer or Owner) 1 In areas that require stamped textures, the Contractor shall texture the concrete with a "soldier course used brick" design adjacent to the back of curb and a "naming bond used brick" design on the remainder width of the concrete. This basic design shall be reversed around planting beds in island areas. The 4" concrete shall be isolated from the adjacent concrete surfaces with 0.5" expansion material. The stamping shall be space to create equal joints so that the entire width of the concrete surface is covered with the brick texture. Contraction joints shall be saw cut to a depth of 1" to encourage cracking to follow the textured pattern at maximum five (5) foot intervals to match joints in the adjacent concrete curb. Saw joints at light poles, hand holes, gate valves, and other surface appurtenances. 2 The Contractor shall use a minimum of three stamping tools for the "running bond" pattern and two stamping tools in the "soldier course" pattern. These tools shall be provided by the Contractor and shall be clean and the design distinct. Approval of the stamping tools, by the Engineer, is required before work begins. The pattern shall be based on standard brick sizes (2 %d' x 3 ''/4" x 8") with concave or rodded joints. Texture samples shall be made and submitted to the Engineer for approval before any work begins. 3 An area shall be designated by the Contractor and approved by the Engineer for a test section of at least 50 square feet to be constructed. I I 1 I I I A I E. 1 APPLE TREE ESTATES Chanhassen, MN The texture of the design patterns must be submitted for approval before any test sections are attempted. The Engineer shall be given 24 hours advanced notice before any test sections are poured so that the method of installation can be approved. Stamping of Pedestrian Curb Ramps will not be permitted. Before texturing tools are applied to the concrete surface, an approved release agent shall be applied in accordance with the manufacturer's specifications. While the concrete is still in its plastic state, apply the tool texture pattern to the surface of the concrete. Tools shall be properly tamped into the surface to achieve the surface texture approved by the Engineer. Around all permanent objects in the special surface treatment area (i.e. street light bases) 0.5" flexible expansion material shall be placed and a 4" "reveal" tooled to provide an edge for the stamped pattern. This tooled "reveal" shall be placed around openings for signposts and other small openings without the expansion material. Control joints shall be cut no later than 12 hours after the concrete has been placed. Excess release agent shall also be removed at this time. e. Color 1 The concrete for mixture with the color agent shall be Mix Number 3Y46 as specified in MnDOT Specification 2461. 2 The color of the mixture end product shall be autumn brown (or chocolate), B-8, Autumn Brown Color Hardener/Release Agent Color by Bomanite Corp or approved equal may be used. The Engineer shall approve the shade of the color. The Contractor shall demonstrate the color on the textured sample submitted for approval. Final approval shall be based on the test section poured and textured at the job site. 3 Concrete shall be delivered to the site in a revolving drum agitator batch truck properly equipped with a device, which will indicate and control the number of revolutions at mixing speed. 4 The driver shall possess a batch ticket indicating the number of bags of Portland cement in the batch. Color shall be added to the mixture at a rate of seven pounds per bag of cement (approximately 4% mixture). The batch shall then be agitated for and additional 50 revolutions but not more than a total of 150 revolutions on any batch (i.e. no batch reading the job site may have more than 100 revolutions of agitation before color is added). 5 The concrete shall be placed and screeded to grade, then floated using standard practice. 6 An approved color sealant shall be applied with a minimum of one coat in accordance with manufacturer's specifications. Color sealant shall be Bomanite or approved equal. Backfill 1. As soon as the concrete (including, but not limited to, curb and gutter and sidewalk) has attained sufficient strength, the area in front and back of the concrete shall be backfilled with suitable material. The amount of concrete in place, but not completely backfilled at any time, shall be limited to 4000 lineal feet. The backfill material behind the concrete must be approved by the Engineer. Where sod or seed is to be installed a minimum of four inches of topsoil must be placed. The material on the street side of the curb shall be granular material suitable for base construction. The backfill shall be graded, shaped and compacted to the section shown on the Plans. Driveways shall be regraded to a usable condition as soon as the concrete has gained sufficient strength. Completion of Curb and Gutter I 1 11 I I 1 APPLE TREE ESTATES Chanhassen, MN All sections of curb and gutter including radii and fill-ins at catch basins shall be completed within three days after the curb and gutter work has been started on a street. The Contractor may need to provide temporary erosion control before the concrete work is backfilled. This erosion control is considered incidental and no additional compensation will be provided. The method must be approved by the Engineer. 1.24 PEDESTRIAN CURB RAMPS A. Sidewalk ramps as detailed in the Plans shall be constructed where indicated on the Plans or as directed by the Engineer. The curb and gutter shall be removed when required to construct the sidewalk ramp as detailed. Each ramp on the existing curb and gutter shall be completed as soon as possible after curb removal. The sidewalk ramps may be modified by the Engineer to match existing conditions or to avoid obstructions. No additional compensation will be provided for these modifications. B. Pedestrian curb ramps shall be constructed in accordance with the most current ADA Accessibility Guidelines (ADAAG) and shall include a detectable warning field installed according to manufacturer's recommendation as detailed in the plans and specifications. 1. The Contractor will use a detectable warning surface tile from the MnDOT product list for truncated dome systems that is available at: hn://www.mrr.dot.state.mn.us/material/materials.asR. 2. All truncated dome systems shall be installed in strict accordance with the recommendations of the manufacturer. Stamping of the truncated dome system will not he permitted. The installation protocol shall include details regarding product specific construction requirements and how the system will be sealed to mitigate freeze/thaw damage through moisture intrusion. The Contractor will provide this information to the Engineer for approval two weeks prior to commencement of work along with a file sample minimum size of 6" x 8" of the product proposed for use. 3. The entire truncated dome area (2' x 4' typically) shall contrast visually from the adjacent walking surfaces. The City may require the use of colored concrete in these areas. All manufactured products shall have homogenous coloring integrated throughout the thickness of the product. A color placed only on the surface of the concrete is not allowed. Sealing compounds that discolor the concrete shall not be used. The color shall be: a. Charcoal Gray by Transpo-Dark Grey by Armour Tile -Charcoal by Hanover or approved equal (Contractor to verify color and truncated dome requirements with City Engineer.) 4. The Engineer shall determine compliance with the requirements for color contrast. 5. The tolerance for elevation differences between tile and adjacent surface is 1/16". At the time of construction, all truncated dome systems are specified to be in dimensional and alignment compliance with the requirements of the ADAAG as detailed in the plan. C. No special pay item shall be made for pedestrian curb ramps or truncated domes (unless noted in the bid tab). 1.25 UTMITY CUT -IN CONNECTIONS A. The Contractor shall notify City Public Works forty-eight (48) hours in advance of any shut down of the existing utility systems. 1. The Contractor shall be required to notify all affected customers as to the time and length of shut down. 2. Only City staff shall operate valves and hydrants as necessary to allow the Contractor to make connections to the systems and to allow testing of the new watermain and appurtenances. 1.26 ADJUST UTILITY CASTINGS A. Prior to the start of bituminous surfacing, the contractor shall inspect all water valve boxes to assure that they are clean, vertical, undamaged, and the valves operable. I I 1 11 I I I I 1 11 APPLE TREE ESTATES Chanhassen, MN 1. Misaligned or damaged boxes shall be replaced and all boxes lowered and manhole castings replaced. 2. Contractor shall use appropriate device to turn telescoping valve box to desired elevation without doing any damage to valve box. 3. Owner's representative shall verify valve box is plumb prior to Contractor paving. B. Manhole adjustment rings and frames shall be set in a full bed of mortar: wood shims shall not be permitted. 1. Contractor shall remove casting, existing grade rings, bricks and/or mortar in manner so as not to damage existing casting or top section of structure. 2. Contractor shall set new precast concrete grade rings and casting in full mortar bed. C. The tops of boxes and castings shall be set at an elevation approximately one-quarter inch (1/4") below the finished grade and cross section of the street. D. Bituminous base removed for the adjustments shall be replaced and thoroughly compacted by mechanical tamper and roller. 1.27 SANITARY SEWER TESTING A. All testing shall be performed by the Contractor at his expense without any direct compensation being made therefore and he shall furnish all necessary equipment and materials, including plugs and standpipes as required. 1. Lamping a. Each section of the sewer line between manholes shall be straight and uniformly graded. Each section will be lamped. Lamping will be performed by the Engineer or his authorized representative. The Contractor shall furnish suitable assistance to help the Engineer. 2. Televising a. Contact City to determine if televising is required. B. Prior to final acceptance of each section of sewer line, the Contractor shall flush a ball, the full diameter of the sewer, through the line. 1. This shall be done to remove any dirt or debris which has entered the new installation. 2. The dirt and debris shall be prevented from entering the existing sewer system by means of water -type plugs or other suitable methods. 1.28 SERVICE INSTALLATIONS A. The Contractor shall keep accurate records of all service installations as to type, location, elevation, point of connection and termination, etc. Service installations shall not be back-filled until all required information has been obtained and recorded. 1.29 TRAFFIC CONTROL, ACCESS ROADS, AND USE OF CITY STREETS A. The Contractor shall furnish, erect and maintain signs and barricades as provided in "The Manual on Uniform Traffic Control Devices; Part VI, Standards and Guides for Traffic Controls for Street and Highway Construction, Maintenance, Utility, and Incident Management Operations". 1. The Contractor shall notify the Owner, local police, school district, and fire department a minimum of twenty-four (24) hours prior to the proposed partial blockage or closure of any street or public right-of-way. Contractor shall notify adjacent residents or businesses at least twenty-four (24) hours prior to closing their driveway access. 2. No street or public right -0f --way shall be closed without the proper approval of the City. 3. Traffic control shall be the sole responsibility of the Contractor. 4. All traffic control devices shall be inspected daily. Warning lights shall be checked weekly by the Contractor or his representative for proper operation and cleaned as required. All broken or ineffective traffic barriers, warning signs, and warning lights shall be replaced immediately. B. Access Roads 1. Construct and maintain temporary roads and driveways accessing public thoroughfares to serve construction area. 10 ' APPLE TREE ESTATES Chanhassen, MN 1 2. Extend and relocate as Work progress requires. Provide detours necessary for unimpeded ' traffic flow. 3. Provide and maintain emergency vehicle access on the project; also provide and maintain access to fire hydrants, free of obstructions. ' 4. Provide means of removing mud from vehicle wheels before entering streets. 5. Designated on-site roads may be used for construction traffic. a. Maintain Owner's existing roads and public roads used during construction free from accumulations of dirt, mud and construction debris resulting from ' construction operations. C. The Contractor shall exercise care in providing and maintaining temporary site roadways and existing roadways used during construction operations to minimize conditions that would cause dust to become problematic. 1.30 TESTING OF MATERIALS A. The cost of testing of materials supplied on the project, to verify compliance with the specifications, shall be borne by the Contractor. 1. 'there will be no special pay item for testing. 1.31 DEFECTIVE MATERIALS OR WORKMANSHIP A. If material or workmanship supplied by the Contractor is rejected by the City Engineer or his designated representative as defective or unsuitable, then such rejected material shall be removed, disposed of off the site, and replaced with approved material; and the rejected workmanship shall ' be done anew to the specifications and approval of the City 1.32 EROSION AND SILTATION CONTROL ' A. Extreme care shall be exercised in all phases of the project to control erosion and siltation into drainage ways. B. The Contractor shall be required to comply with best management practices of "Protecting Water Quality in Urban Areas", published by the Minnesota Pollution Control Agency. 1. Erosion control measures shall be in place prior to beginning work. 2. Maintain and regularly inspect erosion control measures to ensure proper function. 3. Remove erosion control measures upon stabilization of site. ' C. The Contractor shall provide interim sumps of adequate size to intercept silt in areas of concentrated runoff. 1. These sumps shall be maintained in such a manner as to prevent siltation of the natural ' ponding areas, storm sewers and flood plain downstream from the project. D. Seeding and mulching or sodding shall be required in all areas disturbed, as noted in the Plans or as directed by the Engineer for the purposes of erosion control. 1.33 INCIDENTAL AND MERGED ITEMS A. The cost of all material and labor required to complete this project as specified and shown on the plans, but not specifically included as a pay item, shall be merged with the various unit prices bid. ' B. Any and all additional items of work or other items that must be done to fully complete this project shall be considered incidental to the bid items as bid. 1.34 PROTECTION OF SURVEY MONUMENTS A. Survey monuments (survey control points, block corners, lot irons, etc.) may be in place or may be installed during the construction period. B. The Contractor shall protect all survey monuments that are marked in the field to be saved. 1. In case the Contractor disturbs any monument or stake without orders from the Engineer, the Contractor will be charged the cost of the survey and other work required to relocate same. ' 2. All existing survey monuments will be replaced at completion of project. APPLE TREE ESTATES Chanhassen, MN 1.35 STORAGE OF EQUIPMENT AND MATERIALS A. The Contractor may make use of the Owner's property for the storage of equipment and materials required for the work during the period of the contract. 1. The written approval of any other property owner used for such storage shall be obtained by the Contractor and a copy of said approval supplied to the City and the Engineer. 2. The Owner accepts no liability for any damages and/or claims that may occur as a result of using private property for storage purposes. B. The Contractor shall be responsible for loss or injury to persons or property during construction and shall provide security and take precautionary measures as necessary to protect Contractor's and Owner's interest and the public. 1.36 AIR, WATER, AND NOISE POLLUTION A. Pollution of natural resources of air, land, and water by operations under this Contract shall be prevented, controlled and abated in accordance with the rules, regulations and standards adopted and established by the Minnesota Pollution Control Agency. 1. The Contractor shall be responsible for dust control as an incidental item. B. Operations will be conducted to cause least annoyance to residents in the vicinity of the work, and will comply with local ordinances and regulations. 1. Mufflers and silencers shall be maintained in good working order to minimize noise. 1.37 NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT A. Pollution of natural resources of air, land and water by operations under this Contract shall be prevented, controlled, and abated in accordance with the rules, regulations, and standards adopted and established by the Minnesota Pollution Control Agency (MPCA) and in accordance with the provisions of MnDOT 1717. B. By signing the NPDES permit, the Contractor is co-permitee with the Department to ensure compliance with the terms and conditions of the General Storm Water Permit (MN R10000 I) and it responsibilities for those portions of the permit where the operator is referenced. 1. The Contractor shall post the permit in an accessible location on-site at all times. 2. The Contractor shall have a copy of the Storm Water Pollution Prevention Plan (SWPPP) on-site at all times. 3. The Contractor shall be solely responsible for complying with the requirements listed in Part R.B and Part IV of the General Permit. 4. The Contractor shall be responsible for providing all inspections, documentation, record keeping, maintenance, remedial actions, and repairs required by the permit. 1.38 SITE MAINTENANCE A. Streets: I. Maintenance of the streets and areas under construction, detours, by-passes and equipment yards used in conjunction with the project shall be the responsibility of the Contractor. 2. Maintenance shall include keeping the streets free of obstacles, parked equipment, barricades that are not in use, blading the traveled ways, and controlling the dust in the construction area. 3. To protect existing streets from damage, the Contractor shall provide and use only rubber - tired dozers, front-end loaders and other necessary equipment on all work where street pavements or portions of pavements are undisturbed for the protection of the pavements or in such locations as the Engineer may direct. a. No compensation will be allowed the Contractor for replacement of damaged utilities and resurfacing or replacing damaged pavements. 4. Streets in the area not under construction shall be kept free of construction materials, dirt, and other undesirable material. B. Haul Roads: 12 L I 1 J 1 I APPLE TREE ESTATES Chanhassen, MN 1. The Contractor shall be responsible for construction of all necessary temporary haul roads required to complete the required excavation and disposal. 2. Construction of temporary haul roads shall also include placement of necessary granular material over existing bituminous roadway surfaces. a. This material shall be of sufficient depth to allow for protection of existing bituminous surfaces. 3. Construction of necessary haul roads shall be considered an incidental item to other construction items and no direct compensation will be made. C. Dust Control (MnDOT 2130): 1. When dust becomes or appears to be becoming a nuisance or problem to the area or nearby residents, it shall be the responsibility of the Contractor to immediately alleviate the undesirable conditions. 2. The maintenance responsibility herein described shall be inherent to the Contractor and shall be applicable at all times, including weekends and holidays, throughout the construction period. 3. The Contractor shall provide periodic inspection of the project, particularly during and after storms, to maintain blinker and barricades, provide dust and erosion control and general maintenance. 4. If the contractor is negligent in this respect, the City reserves the right to perform this work with its own forces at overtime rates. a. The costs of such work will be charged to the Contractor. 5. The Contractor shall famish and apply all water necessary on the project, including water used as dust palliative, washing of equipment, etc., and that such water shall be considered as an incidental item to the Contract and no direct payment will be made therefore. a. If the Contractor elects, he may use water from the City's water distribution system, provided he makes suitable arrangements with the Water Department. b. Water from private sources may be used only if permission has been granted by the property owner. D. Where materials or debris have washed or flowed into or have been placed in ditches, gutters, drains, catch basins or elsewhere as a result of the Contractor's operations, such material or debris shall be removed and satisfactorily disposed of during progress of the work.. All ditches, channels, drains, etc., shall be kept in clean and neat condition. E. Disregard of this provision shall be cause for suspension of the project until the Contractor can show evidence that men have hired specifically to perform the above work and will be on the project at all times. 1.39 MODULAR BLOCK RETAINING WALLS (MnDOT 2411) A. All segmented block walls shall meet the requirements of MnDOT Technical Memorandum No. 03 -07 -MMR -03, dated April 11, 2003. 1. The blocks shall conform to the strength and freeze/thaw requirements stated in the memorandum. B. The walls shall be constructed in the location and configuration as shown on the Plans. The Engineer reserves the right to alter this alignment to improve constructability and aesthetics. C. The walls shall be segmented block walls similar to those manufactured by (or approved equal): I. Keystone Retaining Wall Systems 2. Rockwood Wall Systems 3. Anchor Wall System 4. Allan Block 5. Versa -Lok D. The Owner shall approve the wall system colors. Generally, wall units shall be a tan -terracotta color with the cap units to match. The texture of the block shall be beveled and split faced. Product information shall be supplied to the Owner to approve the color and texture. 13 APPLE TREE ESTATES Chanhassen, MN E. The wall system shall be constructed in accordance with the manufacturer's recommendations upon approval of the design methodology by the Engineer. Walls taller than four (4) feet are to be designed by a Minnesota licensed engineer. These plans shall be submitted to the City for review and shall be signed by said, Minnesota licensed engineer. F. The wall shall conform to the following specifications and typical section requirements: 1. The detailed drawings shall contain all the necessary information for the construction of the wall. Included shall be a typical section detailing excavation limits, geotextile locations, block embedments, leveling pad dimensions, backfill, etc. Include as many sections and other views necessary for the construction and inspection of the wall. The information on embedment, geotextile location san geotextile lengths as they relate to wall heights may be shown in tabular form. Also included shall be the pertinent information on the individual blocks and the geotextile material. 2. All plan sheets shall clearly identify the name of the responsible engineering firm and name of the person certifying the plan. Each sheet shall be certified. Notes for typical section: a. The minimum depth of block embedment shall be two (2) feet measured perpendicular to the slope unless a detailed analysis shows a greater depth is required (AASHTO 5.8). b. The minimum reinforcement length required on walls taller than four (4) feet shall be 70 percent of the total wall height unless a detailed analysis shows a longer length is required (AASHTO 5.8). C. Geotextile vertical spacing to be determined by detailed analysis. d. A 4" drainage pipe, MnDOT 3278, wrapped in Type 1 geotextile, MnDOT 3733, is required on walls taller than four (4) feet. 1 The Project Engineer has the option of having additional drains placed to intercept any water -bearing soil strata discovered during construction. e. Backfill shall be a minimum of two (2) feet of drainage aggregate immediately behind the wall. Aggregate material shall be no finer than clean 1" to No. 4 gradation. f. Compaction to be in accordance with MnDOT 2105.3172, Quality Compaction. g. Slope determined by in-situ soils and/or OSHA regulations. h. Type 1 geotextile to be placed on back side of facing blocks as shown on the detail in the plans. i. The leveling pad shall be either umeinforced concrete or compacted aggregate. The thickness shall be as determined by analysis, but in no case shall be less than 6". j. Show slope and/or surcharge loading on fill being retained. 3. If a fence is required along the top of the wall, the wall shall be designed to include the additional loading. 4. When the longitudinal slope of the footing is greater than 10:1, the footing may be stepped. 5. Utilities shall be located outside the construction limits of the retaining wall. Any utilities needing to be located within the area shall be installed as the wall is being constructed. Once the geotextile layers are installed, neither the geotextile nor the utility shall be disturbed at any time. Any future maintenance on the utility will require dismantling the wall. 1.40 LIVE TAP TO EXISTING WATERMAIN A. Installation: 1. Schedule tap with Director of Public Works a minimum of two (2) working days in advance. 2. Use approved tapping machine designed specifically for tapping under pressure. 3. Chlorinate/disinfect fittings and pipe prior to assembly. 14 1.41 METHOD OF MEASUREMENT AND PAYMENT A. Sanitary Sewer, Watermain, and Storm Sewer ' Sewer Pipe — Measurement and payment shall be at the contract unit price per linear foot of each size and depth of pipe installed and shall include excavation, dewatering, granular bedding, delivery, handling, laying, inspecting, grade control, gaskets, backfilling, deflection testing, televising, and pressure testing. Measurement shall be in-place lineal feet from center to center of ' manholes with no deduction for fittings. Standard Manhole or Catch Basin — Measurement and payment shall be at the contract unit price ' for each manhole or catch basin up to eight (8) feet of depth including frame and cover. Manhole or catch basin depths shall be measured in lineal feet from the invert of the lowest pipe to the top of the cover or grate. ' Standard Manhole or Catch Basin Extra Depth — Measurement and payment shall be at the contract unit price for each foot of structure depth over eight (8) feet. Manhole or catch basin depths shall be measured in lineal feet from the invert of the lowest pipe to the top of the cover or grate. ' Sanitary Sewer Inside Drop — Measurement and payment shall be at the contract unit price per each size and depth of inside drop connection made and included excavating, dewatering, furnishing materials, installing and connecting fittings, waterproofing, core -drilling into existing manhole, connection to new or existing manhole, and backfilling. Sewer Wye and Bend — Measurement and payment shall be at the contract unit price per each wye ' and bend installed and includes furnishing and installing the wye. Standard Manhole or Catch Basin Excess Depth — Measurement and payment shall be at the ' contract unit price per linear foot of structure constructed greater than eight (8) feet. Sanitary Sewer Service Pipe — Measurement and payment shall be at the contract unit price per linear foot of each size of lateral installed and shall include excavation, dewatering, delivery, ' handling, laying, inspection, grade control, joints, backfilling and pressure testing. Connect to Existing Sewer — Measurement and payment shall be at the contract unit price per each ' connection made to an existing pipe or manhole and includes excavating, dewatering, materials, labor, equipment, and backfilling as necessary to break into the existing structure and insert, reconstruct and grout structure as needed. ' Connect to Existing Watermain — Measurement of each size shall be measured by each complete unit installed as specified. Payment shall be for furnishing equipment, materials, tools, labor, fitting, and incidentals to complete work. Granular Foundation Material — Measurement shall be at the contract unit price per cubic yard of material furnished and installed. Payment per each material shall be based on load slips for each ' load delivered to the job site, collected on the day of delivery by the project representative. Weight slips will only be collected that contain the following information: truck number, date, leave time, 1 15 APPLE TREE ESTATES Chanhassen, MN 4. Install tapping sleeve and valve in accordance with manufacturer's instructions. Maintain separation from ends of sleeve to adjacent joints or fittings. Install a solid concrete block beneath valve for support. 5. Tapping Crew shall perform an air pressure test on the installed tapping sleeve and valve. ' 6. When tapping sleeve or tapping valve leaks, it is sole responsibility of the Contractor to remove, reinstall, and replace, if necessary, tapping sleeve and tapping valve. Retest reinstalled or replaced sleeves and valves until they achieve satisfactory test results. 1.41 METHOD OF MEASUREMENT AND PAYMENT A. Sanitary Sewer, Watermain, and Storm Sewer ' Sewer Pipe — Measurement and payment shall be at the contract unit price per linear foot of each size and depth of pipe installed and shall include excavation, dewatering, granular bedding, delivery, handling, laying, inspecting, grade control, gaskets, backfilling, deflection testing, televising, and pressure testing. Measurement shall be in-place lineal feet from center to center of ' manholes with no deduction for fittings. Standard Manhole or Catch Basin — Measurement and payment shall be at the contract unit price ' for each manhole or catch basin up to eight (8) feet of depth including frame and cover. Manhole or catch basin depths shall be measured in lineal feet from the invert of the lowest pipe to the top of the cover or grate. ' Standard Manhole or Catch Basin Extra Depth — Measurement and payment shall be at the contract unit price for each foot of structure depth over eight (8) feet. Manhole or catch basin depths shall be measured in lineal feet from the invert of the lowest pipe to the top of the cover or grate. ' Sanitary Sewer Inside Drop — Measurement and payment shall be at the contract unit price per each size and depth of inside drop connection made and included excavating, dewatering, furnishing materials, installing and connecting fittings, waterproofing, core -drilling into existing manhole, connection to new or existing manhole, and backfilling. Sewer Wye and Bend — Measurement and payment shall be at the contract unit price per each wye ' and bend installed and includes furnishing and installing the wye. Standard Manhole or Catch Basin Excess Depth — Measurement and payment shall be at the ' contract unit price per linear foot of structure constructed greater than eight (8) feet. Sanitary Sewer Service Pipe — Measurement and payment shall be at the contract unit price per linear foot of each size of lateral installed and shall include excavation, dewatering, delivery, ' handling, laying, inspection, grade control, joints, backfilling and pressure testing. Connect to Existing Sewer — Measurement and payment shall be at the contract unit price per each ' connection made to an existing pipe or manhole and includes excavating, dewatering, materials, labor, equipment, and backfilling as necessary to break into the existing structure and insert, reconstruct and grout structure as needed. ' Connect to Existing Watermain — Measurement of each size shall be measured by each complete unit installed as specified. Payment shall be for furnishing equipment, materials, tools, labor, fitting, and incidentals to complete work. Granular Foundation Material — Measurement shall be at the contract unit price per cubic yard of material furnished and installed. Payment per each material shall be based on load slips for each ' load delivered to the job site, collected on the day of delivery by the project representative. Weight slips will only be collected that contain the following information: truck number, date, leave time, 1 15 I 1 1 1 1 APPLE TREE ESTATES Chanhassen, MN gross weight, tare weight, and net weight. This item is not granular bedding included in bid price per linear feet of pipe. Pipe Foundation Rock — Measurement and payment shall be at the contract unit price per ton of foundation rock famished and installed. Weigh tickets shall be provided at the end of each day. Storm Sewer Pipe — Measurement and payment shall be at the contract unit price per linear foot of each size and type of pipe installed and shall include excavation, dewatering, delivery, handling, laying, inspection, grade control, joints, and backfilling. Flared -End Section — Measurement and payment shall be at the contract unit price each size and type of flared -end section installed and shall include excavation, dewatering, delivery, handling, laying, inspection, grade control, and backfilling. Rip -Rap with Geotextile Filter Fabric — Measurement and payment shall be at the contract unit price per cubic yard of rip rap installed with geotextile filter fabric. Measurement shall be weigh tickets provided to and approved by the Engineer for the quantity of rip -rap installed. Watemrain — Measurement and payment shall be at the contract unit price per lineal foot for each size and type of watermain installed and includes the fumishing of the pipe, rubber gaskets, joints, delivery, handling, laying, excavation, dewatering, backfilling, testing, shop inspection, grade control, and all other materials and work necessary to install the pipe complete in place as shown on the plans. Measurement shall be in-place lineal feet of pipe. Fittings shall be incidental to watermain pipe installation. Hydrant — Measurement and payment shall be at the contract unit price per each hydrant installed and includes furnishing the hydrant and valve, excavation, dewatering, crushed rock, concrete base, restraining devices, 6 -inch gate valve with box, and 6 -inch ductile iron pipe between valve and hydrant, testing, and backfilling. Valve and Box — Measurement and payment shall be at the contract unit price per each size and type of valve installed and includes the valve, box, lid, and any necessary extensions. If the main is installed deeper than nine (9) feet, an extension to the valve stem shall be provided and installed by the Contractor to bring the valve stem to normal operating depth. The extension shall be incidental to the cost of the valve. Fittings — Measurement and payment shall be at the contract unit price and shall be based on weight per pound of each fitting installed and furnishing and installation of all materials and accessories necessary. Glands, gaskets, bots, and restraining devices shall be excluded from the weight of the fittings. Weights for fittings will be based on C-153 weights. Fittings shall be incidental to waterrnain pipe installation. Water Service Connection — Measurement and payment shall be at the contract unit price for each corporation stop and shall include excavation, dewatering, furnishing al necessary materials, corporation stop, curb stop and box, tapping materials, saddle where required, tapping the main, testing, connections to main and copper service pipe, and backfilling. Copper Service Pipe — Measurement and payment shall be at the contract unit price per linear foot for actual copper pipe installed and includes excavation, dewatering, handling, delivery, installation, cutting, flaring, testing, and backfilling. Connect to Existing Watermain — Measurement and payment shall be at the contract unit price based on each connection made, regardless of size, and includes excavation, dewatering, removal 16 1 17 Bituminous Base and Bituminous Wear — Measurement and payment will be at the contract unit APPLE TREE ESTATES Chanhassen, MN delivered to the job site, collected on the day of delivery by the project representative. Weight ' of existing plug, reaction blocking and/or restraining devices, cleaning of existing water main, ' connection of new water main, and backfilling. Wet -Tap Connection — Measurement and payment shall be at the contract unit price based on each connection made, regardless of size, and includes excavation, dewatering, tapping tee or saddle, ' reaction blocking and/or restraining devices, tapping valve and box, and backfilling. Insulation — Measurement shall be at the contract unit price based on a square foot basis for sheet ' style insulation complete and installed and includes all materials necessary to secure in-place. ' Insulation shall be considered incidental and no special payment shall be made. ' B. STREETS Subgrade Preparation — Measurement and payment will be at the contract unit price per road station (100 feet), measured along centerline of roadway installed. ' Aggregate Base — Measurement and payment will be at the contract unit price per square yard of aggregate based furnished and compacted in-place in accordance with the plans and specifications. Payment shall be based on weight slips for each load delivered to the job site, collected on the day ' of delivery by the project representative. Weight slips will only be collected that contain the following information: truck number, date, leave time, gross weight, tare weight, and net weight. 1 17 Bituminous Base and Bituminous Wear — Measurement and payment will be at the contract unit price per square yard of bituminous base and bituminous wear furnished and compacted in-place in accordance with the plans and specifications. Payment shall be based on weight slips for each load delivered to the job site, collected on the day of delivery by the project representative. Weight ' slips will only be collected that contain the following information: truck number, date, leave time, gross weight, tare weight, and net weight. The unit price shall include the bituminous material for mixture. All costs of bituminous testing will be considered incidental. Bituminous Tack Coat — Measurement and payment will be at the contract unit price per gallon of tack coat furnished and placed. ' Concrete Curb and Gutter — Payment will be made at the contract unit price for each type per lineal foot of concrete curb. Measurement will be the measured in-place lineal feet of curb and gutter. ' Street and Traffic Signs — No special payment shall be made for street and traffic signs. Adjust Valve Box — Payment will be made at the contract unit price and will be measured as unit including but not limited to furnishing extensions as required and replacing any materials damaged ' by the Contractor's operations. A second adjustment for the wearing course is incidental. Adjust Casting Assembly Box — Payment will be made at the contract unit price of each casting adjustment and will be measured as unit including all labor, material, and equipment necessary to reset existing casting to the proposed grade. A second adjustment for the wearing course is incidental. Concrete Sidewalk — Payment will be at the contract unit price and will be measured as a unit in place, as shown on the plans details. No additional compensation will be made for thickness adiustments at driveways. Saw -Cut Existing Bituminous — Measurement and payment will be at the contract unit price for each linear foot of existing bituminous to be saw -cut. Restoration of disturbed street (to existing of ' better section) for saw -cut shall be considered incidental. 1 17 ' APPLE TREE ESTATES Chanhassen, MN ' Street Restoration — Payment will be at the contract unit price. Measurement will be per square foot and will include all labor, tools, equipment, materials, and cleanup as required for complete restoration of street area disturbed during construction. Sod — Measurement is based on the quantity of sod installed on a square yard basis. Payment will be at the contract unit price per square yard of sod installed This work will include preparation of area to be sodded, installation of sod, topsoil and any staking necessary and watering. ' Seed — Measurement of seeding will be based on the quantity in acres placed. Payment will be at the contract unit price per square yard of seed placed. Seeding will include preparation of areas to ' be seeded, installation of four (4) inch depth topsoil where needed, seeding, weed spraying and fertilizing. Payment will not be made for seeding of areas not approved by Engineer prior to placing. ' Mulch — Measurement will be based on quantity of material installed for each type. Payment will be made at the contract unit price per square yard of mulch placed. Disc anchoring of mulch is incidental. ' 1.42 GUARANTEE A. The Contractor shall guarantee all work relating to utilities and streets including appurtenances, concrete curb and gutter, materials and equipment furnished by him. 1. All work shall be guaranteed for a period of one year from the date of written acceptance of the work. a. After completion of the bituminous base course, the wearing course shall be placed the following construction season. b. The contractor shall guarantee all work related to streets for a period of two years from the date of written acceptance of the wearing course. B. The Contractor's performance bond shall assure the Contractor's performance of these guarantee provisions including the maintenance requirements. C. The City shall be named on the maintenance portion of the required bond or a separate maintenance bond shall be provided to the City by the Contractor. ' 1.43 BONDS A. The Contractor shall famish the Owner an acceptable performance bond in an amount equal to one ' hundred twenty five percent (125%) of the contract amount prior to commencing work. 1. Prior to final acceptance of the work by the Owner, the Contractor shall furnish to the Owner/City, an acceptable one year maintenance bond guaranteeing the work as specified for one year from the date of acceptance by the City. ' 2. Upon notice, the Contractor shall promptly replace or repair any defective work or materials to the satisfaction of the Engineer and the City. a. Upon the Contractor's failure to make said replacements or repairs within ten days of written notice the Owner/City may perform the necessary work or repairs with all expenses incurred therein to be assumed by the Contractor and his sureties. 1.44 PAYMENT A. Estimates of work completed will be prepared by the Engineer on or about the 30th day of each month for all work completed to the 20th day of the month, less 5% to be retained until final ' completion and acceptance of the work and less previous payments. 1. The Engineer will prepare progress estimates as accurately as the available information will permit but the only estimate that is binding is the final estimate. B. Copies of progress estimates will be famished to the Contractor on or about the 30th day of each month for his review and approval. 18 ' APPLE TREE ESTATES Chanhassen, MN ' 1. Progress estimates approved by the Contractor shall be counter -signed by the Engineer and forwarded to the Owner for payment. ' C. Payment will be made within 30 days of receipt of the estimate by the Owner except as otherwise agreed between the Contractor and Owner. 1 1 1 11 1 19 [1 1 1 I 1 1 I 1 1 1 I j D 1 1 1 1 1 CITY OF CHANHASSEN SPECIFICATIONS 2008 EDITION SANITARY SEWER & STORM SEWER SPECIFICATIONS 2008 SANITARY AND STORM SEWER SPECIFICATIONS TABLE OF CONTENTS 1 Pate SECTION1.00 SCOPE.............................................................................................................. 1 1.01 General ............................ 1.02 Work Included ................ 1.03 Location of Work ............ 1.04 Coordination of Work..... 1.05 Working Hours ................ 1.06 Reference Requirements. SECTION 2.00 MATERIALS 1 2 1 2.01 General...................................................................................................................... 2 2.02 Reinforced Concrete Pipe (RCP).............................................................................. 2 2.03 High Density Polyethylene (HDPE)...........................................................................2 2.04 Corrugated Metal Pipe (CMP).................................................................................. 3 2.05 Cast Iron Pipe and Fittings(CIP).............................................................................. 3 2.06 Ductile Iron Pipe (DIP).............................................................................................. 3 2.07 Polyvinyl Chloride Sewer Pipe (PVC)..................................................................... 3 2.08 Steel Casing Pipe for Jacking-Boring....................................................................... 3 2.09 Jointing Material....................................................................................................... 4 2.09a Reinforced Concrete Pipe............................................................................ 4 2.09b Corrugated Metal Pipe................................................................................. 4 2.09c High Density Polyethylene (HDPE)..............................................................4 2.09d Ductile Iron Pipe......................................................................................... 4 2.09e Polyvinyl Chloride Pipe (PVC) and Fittings ................................................ 4 2.10 Manholes and Catch Basins...................................................................................... 4 2.11 Manhole and Catch Basin - Frames and Covers ....................................................... 5 2.12 Manhole Steps........................................................................................................... 6 2.13 Mortar....................................................................................................................... 6 2.14 Internal Barrier.......................................................................................................... 6 2.14a Conetop Infiltration........................................................................................6 2.14b Manhole Joint Wrap.......................................................................................7 2.15 Pre -cast Segmental Block......................................................................................... 8 2.16 Concrete.................................................................................................................... 8 2.17 Steel Reinforcing Bars.............................................................................................. 8 2.18 Soil Materials............................................................................................................ 8 2.18a Normal "Fill Material"................................................................................. 8 2.18b Select Granular Material.............................................................................. 8 2.18c Granular Borrow Fill Material..................................................................... 8 2.18d Class 5 Aggregate........................................................................................ 9 ......................................................................... 9 ......................................................................... 9 ......................................................................... 9 ......................................................................... 9 ......................................................................... 9 ...........................................................................9 SECTION 3.00 INSPECTION AND TESTING OF MATERIALS .................................... 11 3.01 Shop Inspections and Testing................................................................................ 11 3.02 Field Inspection and Testing.................................................................................. 11 3.03 Disposition of Defective Material.......................................................................... 11 3.04 Concrete Test Cylinders......................................................................................... 1 I SECTION 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ..................... 12 4.01 Material Furnished by Contractor............................................................................ 12 4.02 Material Furnished by the Owner............................................................................ 12 4.03 Replacement of Damaged Material......................................................................... 12 4.04 Responsibility for Safe Storage............................................................................... 12 SECTION 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE 13 5.01 Material Handling.................................................................................................... 13 5.02 Pipe Alignment and Grade....................................................................................... 13 5.03 Deviation with Engineer's Consent.......................................................................... 13 SECTION 6.00 UNDERGROUND SURFACE AND OVERHEAD UTILTTIES................14 6.01 Existing Utilities ............................................. 6.02 Subsurface Exploration ................................... 6.03 Overhead Utilities and Obstructions ............... 14 14 14 SECTION 7.00 EXCAVATION AND TRENCH PREPARATION.....................................15 7.01 2.18e Crushed Rock ................ ' 2.18f Pit Run Gravel ............... Pipe Bedding............................................................................................................ 2.18g Coarse Filter Aggregate 7.03 2.18h Rock Stabilization......... ' 2.18i Lightweight Aggregate.. Correcting Faulty Grade.......................................................................................... 2.19 Subsurface Draintile .................. ......................................................................... 9 ......................................................................... 9 ......................................................................... 9 ......................................................................... 9 ......................................................................... 9 ...........................................................................9 SECTION 3.00 INSPECTION AND TESTING OF MATERIALS .................................... 11 3.01 Shop Inspections and Testing................................................................................ 11 3.02 Field Inspection and Testing.................................................................................. 11 3.03 Disposition of Defective Material.......................................................................... 11 3.04 Concrete Test Cylinders......................................................................................... 1 I SECTION 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ..................... 12 4.01 Material Furnished by Contractor............................................................................ 12 4.02 Material Furnished by the Owner............................................................................ 12 4.03 Replacement of Damaged Material......................................................................... 12 4.04 Responsibility for Safe Storage............................................................................... 12 SECTION 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE 13 5.01 Material Handling.................................................................................................... 13 5.02 Pipe Alignment and Grade....................................................................................... 13 5.03 Deviation with Engineer's Consent.......................................................................... 13 SECTION 6.00 UNDERGROUND SURFACE AND OVERHEAD UTILTTIES................14 6.01 Existing Utilities ............................................. 6.02 Subsurface Exploration ................................... 6.03 Overhead Utilities and Obstructions ............... 14 14 14 SECTION 7.00 EXCAVATION AND TRENCH PREPARATION.....................................15 7.01 General..................................................................................................................... 15 7.02 Pipe Bedding............................................................................................................ 15 7.03 Trench Width and Description................................................................................. 16 7.04 Correcting Faulty Grade.......................................................................................... 16 7.05 Pipe Foundation in Poor Soil................................................................................... 17 7.06 Pipe Foundation in Rock.......................................................................................... 17 7.07 Braced and Sheeted Trenches.................................................................................. 17 7.08 Piling of Excavated Material................................................................................... 17 7.09 Barricades, Guards and Safety Provisions............................................................... 18 7.10 Traffic and Utility Controls..................................................................................... 18 7.11 Private Property Protection...................................................................................... 18' 7.12 Tunneling, Jacking, Boring or Excavation Other Than Open Trench ..................... 18 ii 7.13 Railroad and Highway Crossings SECTION 8.00 LAYING OF PIPE ................ [] 1 ........................................................................ 18 19 ........................................................................19 8.02 1 8.01 Trench Preparation................................................................................................... 19 i 8.02 Type, Size and Class of Pipe................................................................................... 19 1 8.03 Class of Bedding...................................................................................................... 19 8.04 Cleaning Pipe........................................................................................................... 19 1 8.05 Laying Pipe.............................................................................................................. 19 8.06 Grade Control.......................................................................................................... 19 SECTION 9.00 PIPE JOINTING............................................................................................. 21 1 9.01 General..... 9.02 Pipe Joints 21 1 21 SECTION 10.00 HOUSE CONNECTIONS, WYES..............................................................22 1 10.01 General...................................................................................................................22 10.02 Record and Location of Service Connections........................................................ 22 1 SECTION 11.00 SANITARY SEWER LEAKAGE TESTING ............................................. 23 11.01 General...................................................................................................................23 11.02 Sanitary Sewer Leakage Testing............................................................................ 23 11.03 Air Test Method..................................................................................................... 23 11.04 Hydrostatic Test Method....................................................................................... 24 11.05 Deflection Test....................................................................................................... 25 11.06 Test Failure and Remedy....................................................................................... 25 SECTION 12.00 SETTING MANHOLES AND CATCH BASINS ...................................... 26 12.01 General...................................................................................................................26 12.02 Location................................................................................................................. 26 12.03 Type of Construction............................................................................................. 26 12.04 Construction Details.............................................................................................. 26 12.05 Adjusting Rings and Blocks.................................................................................. 26 12.06 Waterproofing and Precast Section Joint Construction ......................................... 26 12.07 Lifting Holes.......................................................................................................... 26 12.08 Mahhole and Catch Basin Base............................................................................. 27 12.09 Manhole Drop Sections......................................................................................... 27 SECTION 13.00 BACKFILLING............................................................................................ 28 13.01 General...................................................................................................................28 13.02 Backfill Procedure at Pipe Zone............................................................................ 28 13.03 Backfill Procedure above the Pipe Zone................................................................ 28 iii t 13.03a Type I ........................................ ' 13.03b Type II ....................................... 13.04 Disposal of Excess Materials and Debris 13.05 Fill Material ............................................ 13.06 Density Tests ........................................... 13.07 Test Rolling ............................................. 28 29 29 29 29 30 ' SECTION 14.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE .............. 31 [1 I I I 14.01 Restoration of Surface........................................................................................... 31 14.02 Dust Control During Construction......................................................................... 31 14.03 Mailbox Restoration.............................................................................................. 31 14.04 Maintenance of Streets Until Surfaced.................................................................. 31 14.05 Cleaning Up........................................................................................................... 31 14.06 Guarantee...............................................................................................................31 14.07 Failure to Replace Defective Parts......................................................................... 31 SECTION 15.00 TURF ESTABLISHMENT.......................................................................... 32 15.01 General...................................................................................................................32 SECTION 16.00 OPEN DITCH CONSTRUCTION.............................................................. 33 16.01 General...................................................................................................................33 16.02 Excavation............................................................................................................. 33 16.03 Waste Banks........................................................................................................... 33 16.04 Obstructions...........................................................................................................33 16.05 Silt Removal........................................................................................................... 33 SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS .............................. 35 17.01 General ............................. 17.02 Riprap Materials.................................................................. 17.02a Class or Size of Hand Placed and Grouted Riprap 17.02b Size of Rock Versus Weight ................................. 17.03 Random Riprap................................................................... 17.04 Hand Placed Riprap............................................................ 17.05 Grouted Riprap................................................................... 17.06 Erosion Control................................................................... 17.07 Filter Blanket Material........................................................ 17.08 Liner Material..................................................................... SECTION 18.00 FORCEMAIN 18.01 Ductile Iron Pipe .......................... 18.02 Polyvinyl Chloride Pressure Pipe 18.03 Air and Vacuum Valves .............. ry 37 ..... 37 ..................... 37 ..................... 38 18.04 Air Relief Manhole................................................................................................ 38 18.05 Pipe Installation.....................................................................................................38 18.06 Laying Pipe............................................................................................................ 39 18.07 Testing Forcemains................................................................................................ 39 SECTION 19.00 TELEVISION INSPECTION...................................................................... 41 SECTION 20.00 METHOD OF PAYMENT........................................................................... 43 20.01 Sewer Pipe............................................................................................................. 43 20.02 Cast Iron Pipe or Ductile Iron Pipe in Lieu of Other Sewer Pipe .......................... 43 20.03 Manholes................................................................................................................43 20.03a. Drop Section for Drop Manholes............................................................ 43 20.04 Wyes, Tees and Special Fittings............................................................................ 43 20.05 Catch Basins.......................................................................................................... 44 20.06 Flared End Sections in Place................................................................................. 44 20.07 Piling......................................................................................................................44 20.08 Foundation Material............................................................................................... 44 20.09 Special Sections..................................................................................................... 44 20.10 Piling Foundation for Manholes............................................................................ 44 20.11 Sheeting Ordered in Place...................................................................................... 44 20.12 Jacking................................................................................................................... 45 20.13 Incidental Items...................................................................................................... 45 20.14 Television Inspection............................................................................................. 45 20.15 Subsurface Draintile................................................................................................45 I I 1 1 1 1 [1 1 I 1 SECTION 21.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE....... 46 1 21.01 General..................................................................................... 21.02 Governing Standard................................................................. 21.03 Submittals............................................................................... 21.04 Protection of Underground Facilities...... .............................. 21.05 Permits and Approvals............................................................. 21.06 Quality Assurance.................................................................... 21.07 Design...................................................................................... 21.08 Materials.................................................................................. 21.09 Access...................................................................................... 21.10 Installation............................................................................... 21.11 Reaming and Pull Back............................................................ 21.12 Drilling Fluids.......................................................................... 21.13 Field Quality Control............................................................... v ............................ 46 ............................ 46 ............................ 47 ............................ 48 ............................ 48 ............................ 48 ............................ 49 ............................ 49 ............................ 50 ............................ 50 ............................ 52 ............................ 52 ............................ 53 I SECTION 1.00 - SCOPE 1.01 GENERAL ' It is the intent of these specification requirements to provide the requirements for sanitary and storm sewer construction in the City of Chanhassen, Minnesota. ' 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, furnish all materials, equipment, tools and labor ' necessary to do the work required under his/her contract and unload, haul and distribute all pipe, castings, fittings, manholes and accessories. The contractor shall also remove any street surfacing as required; excavate the trenches and pits to the required dimensions; construct and maintain all ' bridges for traffic control; sheet, brace and support the adjoining ground or structures where necessary; handle all drainage or ground water; provide barricades, guards and warning lights; lay and test the pipe, castings, fittings, manholes and accessories, backfill and consolidate the trenches ' and pits; maintain the street or other surface over the trench until surface restoration; restore the roadway surface unless otherwise stipulated; remove surplus excavated material; and clean the site of the work. The contractor shall also furnish all equipment, tools, labor and materials required to rearrange sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the above work to completely construct the sewer facilities shall be done in strict accordance with the projects contract documents to which these specifications are a part thereof. ' 1.03 LOCATION OF WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK ' The contractor shall be responsible for the satisfactory coordination of the construction of the sewer facilities with other construction and activities in the area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS ' Refer to Section 7.02 of the General Conditions. 1.06 REFERENCE REQUIREMENTS ' In the specification requirements, reference is made to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation, 2005 Edition, and all subsequent amendments, and City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer and Storm Sewer Installation, 1999 Edition, and all subsequent amendments shall apply. SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all new, and conform to the requirements for class, kind, size and material as specified below. All materials permanently incorporated in the work shall be made in America in accordance with Minnesota State Statute 1613.101 PREFERENCE FOR AMERICAN -MADE MATERIALS. The contractor shall submit in writing a list of materials showing the manufacturer and designation of all materials. This list must be approved by the engineer. 2.02 REINFORCED CONCRETE PIPE (RCP) Reinforced concrete pipe and fittings including bends, tee sections and specials shall conform to the requirements of the Standard Specification for Reinforced Concrete Sewer Pipe, ASTM Designation C76 Wall B with circular reinforcing for the class of pipe specified. Pipe required for piling shall be reinforced concrete pipe furnished in eight -foot (8') lengths and shall be of special design in accordance with Section 10, ASTM Designation C76, latest revision. Concrete pipe to be jacked shall be Class V or greater. Reinforced concrete pipe less than 15" will not be allowed. Concrete pipe bends called for on the plans shall be 7%z° pipe bends with a 4'-0" center line laying length and a 30.5' radius of curve, and with wall thicknesses and steel reinforcing in accordance with ASTM Specifications C76. The bends shall be of the same pipe class as the pipe on either side of the bend. 2.03 HIGH DENSITY POLYETHYLENE (HDPE) A. HDPE smooth interior, dual -walled pipe may be used for storm sewer sizes up to and including 18 inches in diameter, EXCEPT for paved street areas and the last three pipe of lines into ponds or ditches. Pipe to be N-12 as manufactured by Advanced Drainage Systems or approved equal. B. General Requirements: ASTM F894 & AASHTO M-294 (Type S) C. Materials: PE plastic compound meeting the requirements of Type III, Class C, Category 5, Grade P-34 as defined in ASTM D1248 with an established hydrostatic design basis (HDB) of not less than 1250 psi for water at 73.48F determined in accordance with ASTM D2837. D. Each pipe shall be identified with the manufacturer's name, trade name or trademark and code from plant location, machine, and date of manufacture; nominal pipe size, in inches; the Ring Stiffness Constant Classification and ASTM F894. E. No polyethylene fittings (tees, elbows, flared -end sections, etc.) will be allowed. Flared -end sections are required to be reinforced concrete pipe. Bell -to -bell pipe couplers must be water tight, non -cleated with an o -ring gasket. 2 I 1 2.04 CORRUGATED METAL PIPE (CMP) ' Corrugated metal pipe materials shall conform to the following Mn/DOT Specifications: Corrugated Aluminum Pipe Spec. 3225 Corrugated Steel Pipe Spec. 3226 Corrugated Structural Plate Spec. 3231 2.05 CAST IRON PIPE AND FITTINGS (CIP) ' Cast iron fittings shall be Class 250 for sizes up to and including 12" and Class 150 for sizes 14" and larger. Fittings shall conform to the requirements of AWWA Specification C110. Ductile Iron Fittings shall have mechanical joints and shall be Class 350 for sizes up to and including 12" ' diameter and shall conform to AWWA Specification C153, covering compact fittings. All pipe and fittings shall be cement -lined inside and tar -coated outside. 2.06 DUCTILE IRON PIPE (DIP) Ductile iron pipe shall be designed for a minimum working pressure of 150 pounds per square inch and shall conform to the applicable dimensions, weights and tolerances of Federal Specification WW -P -421b for cast iron pipe. Ductile iron shall be Grade 60-42-10 with 40/90 metal strength and ' shall be tested in accordance with ASTM Specification A339-55. All pipe shall be cement -lined inside and tar -coated outside. I 1 I I 1 The class of ductile iron pipe shall be as specified by the engineer. 2.07 POLYVINYL CHLORIDE SEWER PIPE (PVC) Polyvinyl chloride sewer pipe shall be Grade 1 material, material as defined design, dimensions and wall thickness SDR 35. Pipe classification by burial following: Burial Depth 0-16 feet 16-26 feet > 26 feet produced by a continuous extrusion process using Type 1, in the latest revision of ASTM Specification D-1784. The shall conform to ASTM Standard Specifications D-3034, depth from finish grade to pipe invert shall conform to the 2.08 STEEL CASING PIPE FOR JACKING -BORING Pipe Class SDR 35 SDR 26 Designated by the Engineer Steel casing pipe for jacking -boring shall conform to ASTM Designation A252, Grade 2 or ASTM Designation A139, Grade B. The casing pipe shall have minimum thickness as follows: Minimum Shell Nominal Outside Diameter Thickness Casing Size (Inches) (Inches) 12 12-3/4 0.250 14 14 0.282 16 16 0.282 18 18 0.312 20 20 0.343 22 22 0.375 24 24 0.403 26 26 0.438 28 28 0.469 30 30 0.469 32 32 0.500 34 34 0.532 36 36 0.532 38 38 0.532 40 40 0.563 42 42 0.563 2.09 JOINTING MATERIAL The jointing material for each type of pipe specified here before shall be as follows: 2.09A Reinforced Concrete Pine. Reinforced concrete pipe joints shall be Type R-4, and the gasket shall be circular in cross section. The joint shall be constructed in accordance with ASTM C-361. 2.0913 Corrugated Metal Pine. Corrugated metal pipe joints shall employ coupling bands as per MnDOT Specification 3226. 2.09C High Density Polyethylene (HDPE). Joints shall conform to ASTM D3212. Joints shall be push -on type only with the bell -end grooved to receive a gasket. Elastomeric seal (gasket) shall have a basic polymer of synthetic rubber conforming to ASTM F477 and be factory installed and chemically bonded to the bell -end of the pipe. Natural, field installed rubber gaskets will not be accepted. Joints must provide a water tight connection. 2.09D Ductile Iron Pine. Ductile iron pipe joints shall be of the push -on type which complies with AWWA Specification C-111, latest revision. If used as a pressure line, an electrical contact must be provided through every joint. 2.09E Polvvinvl Chloride Pipe (PVC) and Fittings. Polyvinyl chloride pipe joints shall be the bell and spigot type using solvent cement supplied by the pipe manufacturer and applied according to his/her instructions. Rubber gasketed push -on type joints are permitted only on mainline (lateral) sewer lines. Typical sanitary house services shall be SDR 26, solvent, non-gasketed weld joints. 2.10 MANHOLES AND CATCH BASINS Manholes and catch basins shall be constructed using precast sections conforming to ASTM Specification C-478. Manhole section joints shall be Type R-4. rd Sanitary sewer manholes shall be supplied with pre -formed inverts and flexible sleeve connections for all lateral lines 15" in diameter or less unless otherwise noted on the construction plans. The flexible connection shall be an interface boot as manufactured by Elk River Concrete, or ' Kore-N-Seal Boot as manufactured by North Star Concrete or equal. No speed crete will be allowed for manhole sealing. Precast joints shall be sealed using "Cretex" internal manhole joint seals or equal in high ground water areas. ' Where shown on the detail plates or drawings, manholes may be built using blocks laid up on full mortar beds and vertical joints shall be completely filled with mortar. The base of the unit shall be ' shaped to form a smooth transition section from inlet to outlet either formed directly in the concrete or built up of brickwork and mortar or by running a half section of pipe through the manhole. The exterior of all block manholes shall be plastered with one half inch (1/2") mortar. ' 2.11 MANHOLE AND CATCH BASIN - FRAMES AND COVERS ' Cast iron for both manholes and catch basin frames and covers shall be of the best grade of cast iron, free from all injurious defects and flaws, and shall conform to the following specifications: Federal AA -1-652, ASTM A48-56, AASHO M105-49 and ASA 6.25101948. ' The standard manhole casting shall be M.C.I. #309 or Neenah #R-1642 with "self-sealing" lids and two concealed pick holes as shown on standard plate #2101, or approved equal. The minimum total allowable weight shall be 380 pounds. All castings shall be adjusted in accordance with standard detail plate #2110 prior to acceptance by the City of any utilities on the project. Adjusting rings shall be precast concrete or HDPE rings as manufactured by Ladtech, Inc. or ' approved equal. HDPE adjusting ring sealant shall be a butyl caulk as manufactured by Ladtech sealant or approved equal and shall be installed as per the manufacturer's specifications. ' Cast iron or ductile iron cover risers shall be Neenah Foundry No. R-1979 or Ess Brothers & Sons, Inc. with 2" rise or approved equal. To ensure positive adherence: ' 1. Grind or scrape and wire brush the surfaces to be bonded. It is very important to have a clean surface — free of tar, dirt, rust, and foreign materials. For multiple installations, an air compressor along with an air driven grinder and an air blow gun is highly recommended for faster installations. 2. Before applying EBS Super Glue, observe the surface to make sure it is not water saturated e (use rags to dry if needed). A damp surface is OK. Locate a standard caulking gun and apply a minimum of a 3/8" bead of EBS Super Glue 360 degrees around the top edge of frame. 1 I 3. Using a spray bottle, lightly mist the 3/8" bead of EBS Super Glue with water. This will ensure proper adhesion and curing. EBS Super Glue will cure in 8-24 hours depending on outside air temperature. If possible, keep traffic off bonding area for a minimum of eight (8) hours. Lettering on the manhole castings shall be as shown on the standard plate. Storm sewer inlet castings shall be Neenah Foundry No. R-3067 V or R3067VB (at low points) as shown on the standard plates. All castings shall conform to the requirements and dimensions shown on the drawings. All covers must fit closely in the rings in any and all positions and, when placed in the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure applied on any point of the cover. 2.12 MANHOLE STEPS All manhole steps shall conform to Neenah Foundry Step No. R -1981J in dimension and strength. Manhole steps shall be spaced 16" on center on the downstream face of the manhole unless specified otherwise. Cast iron manhole steps shall be manufactured from high test metal having a minimum tensile strength of 35,000 pounds per square inch. Aluminum. Aluminum manhole steps of a design similar to the cast iron steps specified may be used. Aluminum manhole steps shall be made of Apex Temalloy No. 5 aluminum alloy. Plastic. Copolymer Polypropylene plastic manhole steps (PSI -PF) may be used or equal. 2.13 MORTAR Mortar shall consist of a mixture of one part Portland Hydraulic Cement and two parts of clean washed sand by volume. The quantity of water in the mixture shall be sufficient to produce a stiff workable mortar, but in no case shall exceed five -and -one-half (5%z) gallons of water per sack of cement. Sand shall conform to ASTM C-144. Portland cement shall conform to ASTM C-150. 2.14 INTERNAL BARRIERS 2.14A Conetoo Infiltration. A barrier as manufactured by Strike Products, Cannon Falls, MN or approved equal shall be supplied for all sanitary sewer manholes. The barrier shall be a u.v. stabilized low-density polyethylene meeting the latest ASTM standards for low-density polyethylene materials. 3 I 1 The barrier shall be equipped with a drip edge to direct water to the outside of the manhole. Ram - neck or material as recommended by the manufacturer shall be used to seal the barrier to the concrete manhole cone top. The barrier shall be 18" tall by ``/4" thick wall and cut to fit on site. ' All costs for manhole joints furnishing and installing Conetop Barriers shall be included in the unit price bid for sanitary manholes. ' 2.14B Manhole Joint Wrap. Manholes directed by the engineer to have joints wrapped shall be sealed with an external 6" rubber sleeve as manufactured by Infi-Shield Seal Wrap, Sealing Systems, Inc. (763-478-2057) or approved equal. The seal shall be made of EPDM (Ethylene Propylene Diene Monomer) rubber with a minimum thickness of 30 mils. The back side of each unit shall be coated with mastic. The mastic shall be non -hardening butyl rubber sealant, with a minimum thickness of 85 mils. The seal shall be designed to prevent leakage of water through the joint sections of a manhole, catch basin or concrete pipe. 1 1 I 1 1 I Seal Wrap 6" Height 6 inches Length 16 or 50 foot rolls Thickness 125 Mils Height tolerances 6 inches +/- .188" Length tolerances 50 feet + 6" /- .000 Rubber Thickness tolerances 30 mils Mastic Thickness 85 mils Mastic Width 5 1/2" Mastic off set from edge 1/4" 460% Compression set % D395 22 Hrs @ 77 degrees EPDM Rubber E70 -66144B Color Black Physical Properties ASTM Test Method Typical Value Durometer, Shore A D2240 61 Tensile, PSI D412 1510 PSI Elongation % D412 460% Compression set % D395 22 Hrs @ 77 degrees C 26% Tear Resistance PPI D624 Die B 165 ppi Heat Aging D573 70 Hrs. 70 degrees C Chane in hardness urometer 65 +4 is Chane in Tensile % 1390 psi 44 Chane in Elongation % 345 % -25 Ozone Resistance D1149 72 Hrs @ 50 pphm no cracks Water Resistance Volume D471 70 Hrs @ 100 degrees C I + 1.8% Low Temperature Brittleness I D2137 -40 degrees C I Pass Material: Rubber meets ASTM C923 / Mastic meets ASTM C990 All costs for furnishing and installing barriers shall be included in the unit price bid for sanitary manholes. 2.15 PRE -CAST SEGMENTAL BLOCK Eight -inch (8") pre -cast segmental radial block may be used for the lower portion of manhole over large diameter pipe and for shallow manholes and catch basins. Concrete used in the manufacturing of these blocks shall conform to the requirements of ASTM "Specifications for Concrete & Masonry Units for Construction of Catch Basins & Manholes", Serial Designation C-139. The exterior of all block manholes shall be plastered with one-half inch (%z") of mortar. 2.16 CONCRETE Concrete to be used shall be composed of a mixture of fine and coarse aggregate and a Portland Hydraulic Cement conforming to the ASTM Specification Designation C-150, Type 1, with the proper water -cement ratio to obtain a compressive strength of not less than 3,000 pounds per square inch in 28 days. The fine aggregate for concrete shall be composed of a clean washed sand of hard, sharp, durable particles. Coarse aggregate for concrete shall be composed of a gravel uniformly graded 3/4" maximum size to #4 sieve. Coarse aggregate shall be composed of hard durable particles free of shale, chert, flat or elongated pieces. Mixing water shall be suitable for drinking purposes, containing no acids, alkalis, oils or other deleterious materials. Concrete shall be mixed in a mechanically operated mixer so controlled that the drum shall operate a minute and one-half after all materials including water are in the drum. 2.17 STEEL REINFORCING BARS Steel reinforcing bars shall be deformed steel bars for concrete reinforcement to conformance with ASTM Designation A-305 and ASTM Designation A-15 Intermediate Grade Billet Steel. 2.18 SOIL MATERIALS 2.18A Normal "Fill Material. Is defined under the Sewer Specification No. 13.05. 2.18B Select Granular Material. MnDOT Specification 3149.213 shall be used for select granular material as shown and specified under the pipe bedding classification or an equivalent natural granular soil (100% passing a3/4" sieve and maximum of 10% passing a #200 sieve); 2.18C Granular Borrow Fill Material. MnDOT Specification 3149.2A shall be used for granular borrow material as shown and specified under the pipe bedding classification or an equivalent natural granular soil (100% passing a3/4" sieve and a maximum of 20% passing a #200 sieve); 2.18D Class 5 Aggregate. Class 5 crushed aggregate shall be in conformance with MnDOT Specification 3138. I I ' 2.18E Crushed Rock. The material shall consist of durable crushed quarry rock of which 100% passes a two-inch (2") sieve and of which 95% is retained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants, and other organic matter, or any other materials considered objectionable by the engineer. 2.18F Pit Run Gravel. The material shall consist of sound, durable particles of gravel and sand with ' which may be included limited amounts of fine soil particles as binding material, and of which 100% passes a two-inch (2") sieve and of which 901/6 is retained on the #200 sieve size. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials. ' 2.18G Coarse Filter Aggregate. Coarse granular pipe bedding material shall be a well -graded crushed rock or pea gravel and shall meet the requirements of MnDOT Specification 3149.2H of which 100% passes a one -inch (1") sieve and a maximum of 10% passes a #4 sieve. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials. ' 2.18H Rock Stabilization. Rock stabilization shall consist of three -fourth inch (3/4") minus rock installed in the trench bottom at the discretion of the engineer. 2.18I Lightweight Aggregate. Lightweight aggregate shall consist of an aggregate having a density of 48 to 54 pounds per cubic foot installed in the trench bottom at the direction of the engineer. 2.19 SUBSURFACE DRAINTILE Subsurface drains shall be in accordance with the applicable provisions of MnDOT 2502 and in ' accordance with the City's standard detail plate nos. 5232 and 5233 whichever is applicable. This drain is intended to collect and discharge infiltration that may accumulate in the bottom of granular backfilled subcuts. Subsurface drain pipe shall be 4 -inch perforated PVC, Corrugated PE, or dual wall, smooth interior corrugated PE pipe, MnDOT 3278. To prevent infiltration of fine filter aggregate into the perforated pipe, it shall be wrapped with geotextile, MnDOT 3733, Type I. Trench backfill shall be Coarse Filter Aggregate, MnDOT 3149.2H. Subcut drains shall connect directly to permanent drainage structures (catch basins). Connections to drainage structures shall be incidental work and shall meet the approval of the Engineer. Pipe shall generally be placed according to the standard details, but other configurations may be approved by the Engineer to accomplish the desired results. Unless otherwise specified, drain grades shall conform to subcut grades having positive drainage throughout the line to the drainage structure (no high or low points). When draintile outlets exceed 100 feet, cleanouts shall be provided at 100 -foot intervals and at the upper end of the pipe as per standard Detail Plate No. 5234. ' The Contractor shall place 4 -inch perforated PE pipe in the bottom of the subeut according to the design typical. The coarse filter aggregate and at least 12 inches of subcut backfill shall be placed above the pipe before any cwmpactive effort is applied. Perforations shall be laid down. Connections to drainage structures shall be composed of angle fittings not to exceed 22-1/2 degrees. 9 I Openings in structures to receive the fitting shall be fabricated at the plant or core drilled in the field. The use ofjackhammers or sledge hammering will not be allowed. ' LJ 1 LJ ll I I 11 10 I I SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS 3.01 SHOP INSPECTIONS AND TESTING All materials furnished by the contractor are subject, at the discretion of the engineer, to inspection and/or testing by accepted methods at the plant of the manufacturer. This inspection and/or testing is to be made at the cost of the Owner. The material supplier shall provide the City with copies of test results on materials that are famished to the contractor. 3.02 FIELD INSPECTION AND TESTING All materials famished by or for the contractor for incorporation into the work under contract shall, at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the engineer and at the expense of the contractor. 3.03 DISPOSITION OF DEFECTIVE MATERIAL All material found during the process of inspecting and testing to be defective, or defective material encountered at any time during the progress of the work, will be rejected by the engineer and the contractor shall promptly remove from the site all such material. 3.04 CONCRETE TEST CYLINDERS The contractor shall furnish without charge all concrete samples needed for concrete test cylinders, slump tests, air entertainment tests, and any other tests ordered by the engineer On all types of concrete construction, up to 4 test cylinders may be taken from each section of the structure cast in one pouring operation. The actual cost of testing shall be paid by the owner. 11 L 1 SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 4.01 MATERIAL FURNISHED BY CONTRACTOR ' The contractor shall be responsible for all material furnished, and shall replace at his/her own , expense all such material that is found to be defective in manufacture or that has become damaged in handling after delivery by the manufacturer. This shall include the furnishing of all material and labor required for the replacement of installed material discovered defective prior to the final ' acceptance of the work or during the warranty period. 4.02 MATERIAL FURNISHED BY THE OWNER I The contractor's responsibility for material furnished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acceptance of the material by the contractor. The ' contractor shall examine all material furnished by the owner at the time and place of delivery and shall reject all defective material. The point of delivery shall be stated in the special provisions. 4.03 REPLACEMENT OF DAMAGED MATERIAL ' Any material furnished by the owner that becomes damaged after acceptance by the contractor shall , be replaced by the contractor at his/her own expense. 4.04 RESPONSIBILITY FOR SAFE STORAGE 1 The contractor shall be responsible for the safe storage of material furnished by or to him, and accepted by him, and intended for the work, until it has been incorporated in the completed project. t The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter at all times. 1 1 12 I 1 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE ' 5.01 MATERIAL HANDLING ' Pipe and other accessories shall, unless otherwise directed in the special provisions, be unloaded at the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall at all times be handled with care to avoid damage. In distributing the material at the site, each piece ' shall be unloaded opposite or near the place where it is to be laid in the trench. Any adjustments to pipe lengths including R.C.P. shall be accomplished by the use of a saw or cutting device. The use of hammers or mauls will not be permitted. Pipe shall be so handled that the coating and lining will ' not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made by the contractor at his/her expense in a manner satisfactory to the engineer. 5.02 PIPE ALIGNMENT AND GRADE All pipe shall be laid and maintained to the required lines and grades, with manholes, catch basins ' and fittings at the required locations. The owner will fumish one set of line and grade stakes necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer may order replaced any stakes s/he deems necessary for the proper ' prosecution of the work. Any replacements shall be at the contractor's expense. All pipes shall be laid to the grade shown on the contract drawings. 5.03 DEVIATION WITH ENGINEER'S CONSENT No deviation shall be made from the required line or grade except with the written consent of the ' engineer. 1 I I I 13 SECTION 6.00 - UNDERGROUND SURFACE AND OVERHEAD UTILITIES 6.01 EXISTING UTILITIES Existing water and sewer mains, and other underground utilities, are shown on the plans only by general location. The owner does not guarantee the locations as shown on the plans, and the contractor shall be solely responsible for verifying the exact location of each of these utilities, without additional compensation. Prior to the start of any construction, the contractor shall notify all utility companies having utilities in the project area. The contractor shall have sole responsibility for providing temporary support and for protecting and maintaining all existing utilities in the project area during the entire period of construction, including but not limited to the period of excavation, backfill and compaction. In carrying out this responsibility, the contractor shall exercise particular care, whenever gas mains or other utility lines are crossed, to provide compacted backfill or other stable support for such lines to prevent any detrimental displacement, rupture or other failure. 6.02 SUBSURFACE EXPLORATION It shall be the contractor's responsibility to determine and verify the location of existing pipes, valves or other underground structures as necessary to progress with the work with no additional compensation allowed. The engineer shall make all known records available. All known utilities are designated on the plans in a general way only as stated above. 6.03 OVERHEAD UTILITIES AND OBSTRUCTIONS Overhead utilities, poles, etc. shall be protected against damages by the contractor and if damaged by the contractor, shall be replaced by him. Should it become necessary during the progress of the work to remove or relocate existing poles, overhead utilities and obstructions, the contractor shall cause the same to be done at no expense to the owner unless otherwise provided for in the special provisions. This requirement is not intended to allow utility companies to charge for expenses incurred for work performed where their utilities lie within the street right-of-way or dedicated easement. It will be the duty of the contractor to visit the site and make exact determination of the existence of any such facilities prior to the submission of his/her bid. 14 I SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL ' The trench shall be so dug that the pipe can be laid to the alignment and depth required and shall be excavated only so far in advance of pipe laying as the Engineer shall specify. The trench shall be so braced and drained that the workmen may work wherein safely and efficiently. All trenches shall be sheeted and braced as per Chapter Sixty -Six: Trench bracing of the Minnesota Regulations relating to industrial safety to a safe angle of repose. Such angle of repose shall be no less than that repose required by the Accident Prevention Division of the Minnesota State Industrial Commission or the ' requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive. It is essential that the discharge of any required trench dewatering pumps be conducted to natural ' public drainage channels, drains or storm sewers. All utility installations under existing "collector" roads or newly constructed (less than 5 years old) ' residential streets shall be jacked or directional bored as appropriate. No open trenching will be allowed. ' 7.02 PIPE BEDDING Pipe bedding as shown on the standard plates shall be used as directed on the plans or specified in the special provision. PVC, HDPE, and ABS pipe shall be bedded in accordance with the specifications described below. Any special bedding shall be in accordance with the special provisions. ' Polvvinyl Chloride Pipe (PVC) - All PVC pipe shall be installed and bedded in accordance with ASTM Specification D-2321, "Recommended Practice for Underground Installation of Flexible ' Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT specification 3149.213 as shown on standard plate #2203. These materials shall all pass a three- quarter inch (3/4") sieve and not more than 10% shall pass a #200 sieve. Embedment materials shall ' be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a Mandrel prior to final acceptance of the sanitary sewer line and after 30 days of its installation, whichever is the greater. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. An air pressure retest to be performed if applicable. 15 Hieh Density Polyethylene (HDPE) - All HDPE pipe shall be installed and bedded in accordance with ASTM Specification D-2321, 'Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT specification 3149.2B as shown on standard plate #2203. These materials shall all pass a three- quarter inch (3/4") sieve and not more than 10% shall pass a #200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. The contractor shall check for excess deflection in all portions of the HDPE storm sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a visual, lamping inspection prior to final acceptance of the storm sewer line and after installation is complete. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. Reinforced Concrete (RCP) or Ductile Iron (DIP) - When existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown on standard plate #2201. Otherwise, backfill as shown on standard plate #2202 may be used. 7.03 TRENCH WIDTH AND DESCRIPTION The trench width at the top of the excavation may vary depending upon the depth of the trench and the nature of material encountered. However, the maximum allowable width of trench shall be in strict accordance with Section 2503.313 MnDOT Specifications. The width of the trench shall also be kept at a minimum to prevent excess destruction of the existing street or highway pavement. For trench width at the top of pipe greater than specified in the paragraph above, the contractor may propose alternate strength of pipe to depth of cover relationships other than those listed on the form of proposal, or shown on the plans. Such proposals must be submitted to the engineer for approval in writing and with pertinent pipe strength and soil weight data at least 14 days prior to the desired construction date. No extra compensation shall be allowed for any increase in material or construction costs created by alternate plans. 7.04 CORRECTING FAULTY GRADE Any part of the trench excavated below grade shall be corrected with approved material and thoroughly compacted without additional compensation to the contractor. 16 I 1 7.05 PIPE FOUNDATION IN POOR SOIL ' When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the ' pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with approved material and thoroughly compacted; or other approved means, such as piling, shall be adopted to assure a firm foundation for the pipe with extra compensation allowed the contractor as provided elsewhere in these specifications. The contractor shall furnish, drive, and place piling if ordered by the engineer. Piles shall be driven in exact position at locations determined by the engineer. The contractor at his/her own expense ' must replace piles not correctly positioned at the completion of driving. 7.06 PIPE FOUNDATION IN ROCK ' The space between the bottom of the trench and rock and the bottom of the pipe shall be backfilled with granular base material thoroughly tamped. Generally speaking the material from the trench excavation, other than rock or boulders, shall be considered suitable material. No additional compensation for placing or tamping this material shall be allowed. However, in the event that additional material must be hauled in, the hauling of the suitable granular material for the pipe bed ' shall be paid for on a weight basis when ordered by the engineer. Weight slips shall be delivered to the engineer daily. 7.07 BRACED AND SHEETED TRENCHES The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for otherwise, shall be considered as part of the excavation costs without additional compensation to the contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and ' repaired if necessary, and the earth around it compacted to a depth of one foot (P) over the top of the pipe. Sheeting, bracing, etc. placed in the "pipe zone", that part of the trench below a distance of one foot (1) above the top of the pipe, shall not be removed without the written permission or written ' order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid. Sheeting ordered left in place by the engineer in writing shall be paid for at the unit price bid. The contractor may also leave in place, at his/her own expense, to be embedded in the backfill of the trench, any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose of preventing injury or damage to persons, corporations, or property, whether public or private, for which the contractor under the terms of this contract is liable. ' 7.08 PILING OF EXCAVATED MATERIAL All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions made for street drainage. 17 7.09 BARRICADES, GUARDS AND SAFETY PROVISIONS To protect persons from injury and to avoid property damage, adequate barricades, construction signs, torches, flashers, and guards as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. The rules and regulations of the local authorities respecting safety provisions shall be observed. 7.10 TRAFFIC AND UTILITY CONTROLS Excavations for pipe laying operations shall be conducted in a manner to cause the least interruption to traffic. Where traffic must cross open trenches, the contractor shall provide suitable bridges at street intersections and driveways. The contractor shall post, where directed by the engineer, suitable signs indicating that a street is closed and necessary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, fire or police call boxes, or other utility controls shall be left unobstructed and accessible during the construction period. 7.11 PRIVATE PROPERTY PROTECTION Trees, fences, poles and all other private property shall be protected unless their removal is authorized; and any property damage shall be satisfactorily restored by the contractor, or adequate compensation therefore shall be the responsibility of the contractor. 7.12 TUNNELING JACKING, BORING OR EXCAVATION OTHER THAN OPEN TRENCH Where pipe cannot be placed by open trench excavation, the method for placing and payment therefore shall be stated in the special provisions. 7.13 RAILROAD AND HIGHWAY CROSSINGS When any railroad is crossed, all precautionary construction measures required by the railroad shall be followed. See §pLcW provisions or detail drawings. The contractor shall be responsible for the securing of necessary crossing permits. Before any construction is started, the successful bidder shall meet with the Minnesota Department of Transportation, County Highway Department, Railroad Maintenance Engineer, and the consulting engineers to determine the construction procedure to be followed, methods of rerouting traffic, placing of barricades, flares, signs, flagmen, etc., and methods of preventing damage to the highway or railroad. If required by the railroad or highway department, the contractor shall deposit with them a certified check in the amount specified by them to cover the required repair work. 18 SECTION 8.00 - LAYING OF PIPE 8.01 TRENCH PREPARATION Prior to the laying of the pipe, the trench shall be excavated and prepared in accordance with the previous specifications and the class of bedding specified. 8.02 TYPE, SIZE AND CLASS OF PIPE The type, size and class of pipe installed shall be in conformance with that specified on the bid proposal, plans and/or detail plates. 8.03 CLASS OF BEDDING The class of bedding shall be in conformance with that specified on the plans or Standard Plates. 8.04 CLEANING PIPE All foreign matter or dirt shall be removed from the inside of the pipe before it is lowered into its position in the trench, and it shall be kept clean by approved means during and after laying. The outside of the tongue or spigot end of the pipe shall be wire brushed and wiped clean and dry and free from oil and grease before the pipe is laid. 8.05 LAYING PIPE The contractor shall plug the pipe under construction at any existing manhole until the system is fnaled. Pipe laying shall proceed with the tongue or spigot ends pointed in the direction of flow. The laying of pipe shall conform to the class of bedding specified. Pipe shall not be laid in water or when the trench conditions are unsuitable for such work except by written permission of the engineer. The excavation of trenches shall be fully completed a sufficient distance in advance of the pipe laying and the exposed ends of all pipe shall be fully protected with a board or approved stopper to prevent earth or other substances from entering the pipe. The interior of the sewer shall be carefully cleaned from all dirt, cement, or superfluous material of ' every description as the work progresses. If necessary, pipe shall be thoroughly flushed at the completion of the work at the expense of the contractor as directed by the engineer. 8.06 GRADE CONTROL The contractor shall maintain the line and grade of the pipe in the trench by means of the laser or ' batter board method. Not less than two boards ahead and one board behind the working point may be set at any time, as each new board is set, it shall be visually checked with the preceding boards. If the boards have been correctly set and the error is yet apparent, the engineer shall be notified ' immediately so that the staking may be checked. 19 I 1 The boards shall be level at all times and located far enough from the trench so that subsidence of the ground adjacent to the trench will not effect their position. The chalk lines shall be kept taut and ' shall be set at a minimum distance of five feet (S) apart. A laser beam may also be used to maintain line and grade. ' 1 L L 1 1 1 I-1 20 1 I SECTION 9.00 - PIPE JOINTING ' 9.01 GENERAL ' Joints for concrete pipe shall be made by wiping the joints clean, applying the manufacturer's recommended lubricant compound over the entire joint surface and then inserting the spigot end into the bell with sufficient force to properly seal the pipes. Joints for poly -vinyl chloride pipe on ' mainline (lateral) sewer lines shall be made by the use of a solvent cement or push -on rubber gaskets. Femco fittings will not be allowed. Typical residential or commercial sanitary services shall be solvent weld joints. All jointing procedures shall be in accordance with the recommendations of the pipe manufacturer. 9.02 PIPE JOINTS Pipe joints shall be made using the materials specified under Section 2.00. All sliding surfaces of the joint shall be cleaned and lubricated immediately before the pipe is brought home. 1 1 1 I I I SECTION 10.00 - HOUSE CONNECTIONS, WYES 10.01 GENERAL As indicated on the plans and detail plates, six-inch (6") wyes shall be installed for building connections at such intervals as the size of the lots may demand. Where the depth of the trench exceeds sixteen (16) feet, the contractor shall use a riser, and shall be extended to a minimum of nine (9) feet below the surface at a point nine (9) feet behind the property line (see standard plate No. 2001), or as shown on the plan for the invert of sewer services. No Femco fittings will be allowed. Sewer service material including pipe, wyes and fittings shall be SDR 26. The joints and bedding shall be made as previously specified. The tops of all risers and openings to wye and/or tee branches shall be capped by solventweld plug to prevent any water from entering the service until the connection is placed in service. 10.02 RECORD AND LOCATION OF SERVICE CONNECTIONS It shall be the duty of the contractor to keep an accurate record of service connections as to location at lateral, vertical and horizontal bends and right-of-way, depth to top of riser, type of connection provided, etc. Location shall be made in respect to the nearest manhole center downgrade from the service. Curb stops shall be tied to definable landmarks such as manholes, catch basins, gate valves, hydrants and building comers. The length of ries shall be no longer than 100 feet between tie points. If a permanent structure is not available within the 100 -foot length, a third tie point of not more than 150 feet shall be supplied. Property corners, trees, power poles, light poles, telephone or utility boxes are not acceptable ries. This record shall be turned over to the engineer for his/her records at time intervals specified by the engineer. At the end of all house connections, the contractor shall furnish and set a two-inch by two-inch (2"x2") wooden marker stake set vertically to two feet (2) above the ground surface. In areas of newly platted land where the houses have not yet been built on the lots serviced, the contractor shall fumish and set steel fence posts securely wired to the two-inch by two-inch (2"x2") and allowed to extend three feet (3) to four feet (4) above the ground surface. The two-inch by two-inch (2"x2") wooden marker stake shall extend from the invert of the service stub to two feet (2) above the ground surface. If the sanitary sewer service is accompanied by a water service in the same trench then the six foot (6) steel fence post may be deleted. 22 I SECTION 11.00 - SANITARY SEWER LEAKAGE TESTING ' 11.01 GENERAL Disposition of abandoned facilities and reconnection of existing facilities shall be as provided for in the Plans, Specifications, and Special Provisions. 11.02 SANITARY SEWER LEAKAGE TESTING All sanitary sewer lines, including service connections, shall be substantially watertight and shall be ' tested for excessive leakage upon completion and before connections are made to the service by others. Each test section of the sewer shall be subjected to exfiltration testing, either by hydrostatic or air test method as described below and at the Contractor's option. The requirements set forth for maximum leakage shall be met as a condition for acceptance of the sewer section represented by the test. LJ 1 I I I If the ground water level is greater than three feet above the invert elevation of the upper manhole and the Engineer so approves, infiltration testing may be allowed in lieu of the exfiltration testing, in which case the allowable leakage shall be the same as would be allowed for the Hydrostatic Test. All testing shall be performed by the Contractor without any direct compensation being made therefore, and the Contractor shall famish all necessary equipment and materials, including plugs and standpipes as required. 11.03 AIR TEST METHOD The sewer pipe section under test shall be clean at the time of testing but the pipe may be wetted. Pneumatic balls shall be used to plug the pipe ends at manholes. Low pressure air shall be introduced into the plugged line until the internal air pressure reaches 4.0 psi greater than the average back pressure of any ground water pressure that may submerge the pipe. At least two minutes shall be allowed for the air temperature to stabilize before readings are taken and the timing started. During this time the Contractor shall check all plugs with soap solution to detect plug leakage. If plugs are found to leak, air shall be bled off, the plugs shall be retightened, and the air shall be reintroduced into the line. The sewer section under test will be accepted as having passed the air leakage test if it does not lose air at a rate to cause the pressure to drop from 3.6 to 3.0 psi in less time than one-half minute per inch in diameter of the pipe tested. 23 1 Pipe Diameter in Inches Minutes 4 2.0 6 3.0 8 4.0 10 5.0 12 6.0 15 7.5 18 9.0 21 10.5 11.04 HYDROSTATIC TEST METHOD t_J 1 After bulkheading the test section, the pipe shall be subjected to a hydrostatic pressure produced by a head of water at a depth of three feet above the invert elevation of the sewer at the manhole of the ' test section. In areas where ground water exists, this head of water shall be three feet above the existing water table. The water head shall be maintained for a period of one hour during which time it will be presumed that full absorption of the pipe body has taken place, and thereafter for an extended period of one hour the water head shall be maintained as the test period. During the one hour test period, the measured water loss within the test section, including service stubs, shall not exceed the Maximum Allowable Loss (in Gallons Per Hour per 100 Feet of Pipe) given below for the applicable Main Sewer Diameter. Main Sewer Diameter (In Inches) Maximum Allowable Loss* (In Gallons Per Hour Per 100 Feet) 6 0.5 8 0.6 10 0.8 12 1.0 15 1.2 18 1.4 21 1.7 24 & Larger 1.9 *Based on 100 Gallons Per Day Per Pipe Diameter Inch Per Mile 24 If measurements indicate exfiltration within a test action section is not greater than the allowable ' maximum, the section will be accepted as passing the test. 11.05 DEFLECTION TEST ' Deflection tests shall be performed on all plastic gravity sanitary sewer pipes. The test shall be conducted after the sewer trench has been backfilled to the desired finished grade and has been in place for 30 days. The deflection test shall be performed by pulling a rigid ball or pointed mandrel through the pipe without the aid of mechanical pulling devices. The ball or mandrel shall have a minimum diameter equal to 95% of the actual inside diameter of the pipe. The maximum allowable deflection shall not exceed five percent of the pipe's internal diameter. The time of the test, method of testing, and the equipment to be used for the test shall be subject to the approval of the City Engineer. The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a ' Mandrel prior to final acceptance of the sanitary sewer line or after 30 days of its installation, whichever is the greater. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be ' considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. 1 U 1 The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. An air pressure retest to be performed if applicable. All testing shall be performed by the Contractor at his/her expense without any direct compensation being made therefore, and s/he shall furnish all necessary equipment and materials required. 11.06 TEST FAILURE AND REMEDY In the event of test failure on any test section, testing shall be continued until all leakage has been detected and corrected to meet the requirements. All repair work shall be subject to approval of the Engineer. Introduction of sealant substances by means of the test water will not be permitted. Unsatisfactory repairs or test results may result in an order to remove and replace pipe as the Engineer considers necessary for test conformance. All repair and replacement work shall be at the Contractor's expense. 25 1 SECTION 12.00 - SETTING MANHOLES AND CATCH BASINS 12.01 GENERAL Manholes and catch basins shall be set and jointed to the line in the manner specified for laying and jointing pipe. 12.02 LOCATION Manholes and catch basins shall be located as shown on the plan or as directed by the engineer. 12.03 TYPE OF CONSTRUCTION Wherever possible, and unless otherwise specified, the manholes and catch basins shall be constructed of precast sections. Where standard sections cannot be used, sections may be constructed of brick, block concrete, or a combination of such materials. Unless otherwise specified, the manholes and catch basins if necessary shall be constructed with steps in accordance with the standard plate of this specification. 12.04 CONSTRUCTION DETAILS The details of construction of each individual structure shall conform to the drawings and specifications as designated. Frames and covers shall be set to the designated elevation in a full mortar bed. The bottom of all manholes shall be constructed of half section of equivalent size pipe shaped to conform to the inlet and outlet pipe so as to allow a free, uninterrupted flow. 12.05 ADJUSTING RINGS AND BLOCKS A minimum of two 2" rings and a maximum of three 4" adjusting rings shall be provided between the cast iron cover frame and the top concrete manhole section. The rings shall be two inches (2") and/or four inches (4") in thickness and be grouted between rings. In lieu of using more than 2-2" rings a 4" ring shall be substituted 12.06 WATERPROOFING AND PRECAST SECTION JOINT CONSTRUCTION Manholes and catch basins shall be constructed in such a manner that they are waterproof. Joints between manhole sections shall be made using confined O-ring rubber gaskets as specified previously. 12.07 LIFTING HOLES Not more than two (2) lifting holes will be allowed in any precast manhole section. All lifting holes shall be plugged with non -shrinking mortar to ensure a waterproof installation. 26 I 12.08 MANHOLE AND CATCH BASIN BASE Concrete base shall be of size and depth as shown on the drawings. Concrete used shall have a 28 -day compressive strength of at least 3,000 pounds per square inch. Precast base must be placed on a minimum of six inches (6") of granular material which has been thoroughly compacted and leveled off across the entire width of the base. ' Where the foundation is unstable, the engineer may order the contractor to install manholes on piling. Manhole base reinforcement and timber piles shall be as shown on the drawings. 12.09 MANHOLE DROP SECTIONS Manhole drop sections shall be constructed where shown on the plans according to the detail drawings. No inside drops shall be allowed unless the structure in which the inside drop is to be constructed is a minimum of 72" in diameter. 1 1 I I 11 27 SECTION 13.00 - BACKFILLING 13.01 GENERAL , All excavation in trenches shall be backfilled to the original ground surface or to such grades as ' specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic material and other undesirable material. ' 13.02 BACKFILL PROCEDURE AT PIPE ZONE Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement. ' Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or structures. Grading over and around all parts of the work shall be done as directed by the engineer. ' Bedding material as specified in Sewer Specification 7.02 or other suitable material as determined by the engineer, free from rocks and boulders, shall be deposited in the trench simultaneously on ' both sides of the pipe for the full width of the trench to a height above the top of the pipe as specified shovel placed and hand tamped to fill completely all spaces under and adjacent to the pipe. In the event that natural, suitable, granular material is not encountered during the normal excavation of the ' trench, or when the material encountered is determined unsuitable by the engineer, for backfilling around the pipe as required above; the contractor shall provide and place such approved material obtainable from other sources. (This procedure and specification is applicable to all sanitary sewer ' and storm sewer installations.) 13.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE ' Unless otherwise specified, suitable backfill material shall be furnished and the following backfill procedures shall apply and be used above the "pipe zone" to either the existing surface elevation or ' design grade, as specified, with the cost of such considered incidental to the installation of the pipe unless specified for a particular section of the project by the special provisions and/or plans, or allowed in writing by the engineer, and a unit price has been established. ' 13.03A Tyne I. The trench shall be backfilled to obtain the necessary compaction, with the lift thickness as required, dependent upon type of roller. The backfill material shall be compacted to , 95% of the standard moisture density relationship of soils (ASTM D698-70) except the top three feet (T) of the trench which shall be compacted to 100% density. The moisture contents of these backfill materials shall be within a range of t 3% of optimum moisture content. If the existing moisture ' content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the ' density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. In the event the contractor fails to meet these compaction requirements, corrective measures ' such as spreading/discing/farming, etc. shall be undertaken or the Contractor may elect to backfill with a more suitable material taken from another source. All of these corrective measures shall be at the Contractor's expense. , 28 1 I 1 1 LI I 'J 1 1 Any settlements greater than one inch (1") as measured with a string line from one edge of the settlement to the other within the warranty period of this contract shall be considered failure of the mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be repaired by the contractor at no cost to the City. 13.03B Type H. Under state or county highways and road, the contractor shall obtain the necessary permits at his/her expense after commencing any type of work upon a state or county highway or roadway. All such work, especially backfilling, shall conform to state and county standards and specifications. 13.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS Unless otherwise specified, excavated material either not suitable or not required for fill material shall be disposed of by the contractor outside of the right-of-way at his/her expense in any manner s/he may elect subject to the provisions of the following paragraph. Before dumping such materials or debris on a private or public land, the contractor must obtain from the owner of such land written permission for such dumping and a waiver of all claims against the owner for any damage to such land which may result therefore together with all permits required by law for such dumping. A copy of such permission, waiver of claims and permit shall be filed with the engineer before said disposal is made. 13.05 FILL MATERIAL Normal, allowable "fill material' used in backfilling outside of the pipe zone encasement shall be sand, gravel, or clay free from pieces of rock, concrete or clay lumps more than 1/3 cubic foot in volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar articles and substances whose presence in the backfill would cause excessive settlement. In that portion of the backfill which is within six inches (6") of a road subgrade, there shall be no stones which will be retained on a three-inch (3") sieve. 13.06 DENSITY TESTS ' Density tests will be performed by an approved soils testing firm at various locations and depths throughout the project as directed by the engineer. The contractor shall cooperate fully and provide assistance as necessary to complete these tests with no additional compensation being made to the contractor. A minimum of one test at an elevation approximately two feet above the top of pipe, one test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum of 50% of the individual water and sewer service trenches shall be tested at elevations listed above. ' 13.07 TEST ROLLING ' Test rolling when requested by the engineer shall be in accordance with MnDOT Specification 2111 except as modified herein under Sections 1.03 and 1.04 Subgrade Preparation & Correction of the Street Construction Specifications. 29 SECTION 14.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 14.01 RESTORATION OF SURFACE All surfaces disturbed during the construction period, including adjacent streets used to access the project, whether caused by actual excavation, deposition of excavated material, or by the construction equipment, shall be returned to its original conditions or better. Exceptions to the above, if any, or special instructions pertaining to any particular section of the project will be outlined in the special provisions. Any excess dirt shall be removed by the contractor in accordance with Section 13.04 of these specifications. 14.02 DUST CONTROL DURING CONSTRUCTION The contractor shall at his/her own expense maintain dust control as necessary and in a manner satisfactory to the engineer until final acceptance of the project or until restoration has been completed. 14.03 MAILBOX RESTORATION The contractor, at his/her expense, shall replace and restore mailboxes disturbed by the work. 14.04 MAINTENANCE OF STREETS UNTIL SURFACED After backfilling according to the above specifications, the contractor shall maintain the streets as required and blade as necessary to provide a passable surface for traffic until the surfacing is completed or to the date of final acceptance. 14.05 CLEANING UP Surplus pipe material, tools, and temporary structures shall be removed by the contractor, and all dirt and/or rubbish caused by his/her operations and excess earth from excavations shall be hauled to a dump provided by the contractor, and the construction site shall be left in a condition satisfactory to the engineer. 14.06 GUARANTEE The contractor shall be held responsible for any and all defects in workmanship and materials which may be developed in any part of the entire installation furnished by him and upon written notice from the engineer shall immediately replace and make good, without expense to the owner, any such faulty part or parts and damage done by reason of same, during the two-year period as prescribed in the conditions of the contract. 14.07 FAILURE TO REPLACE DEFECTIVE PARTS Should the contractor fail to make good the defective parts within a period of 30 days of such notification, after written notice has been given him, the owner may replace these parts, charging the expense of same to the contractor. 011 SECTION 15.00 - TURF ESTABLISHMENT ' 15.01 GENERAL ' All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street specifications which is included as part of this Standard Specification. 1 [1 1 [1 1 11 I 1 1 31 SECTION 16.00 - OPEN DITCH CONSTRUCTION 16.01 GENERAL The work covered by this specification may be performed with any means and equipment capable of doing a proper job. 16.02 EXCAVATION The contractor shall excavate whatever substances are encountered to the size and dimensions shown by the drawings, plans, profiles, and cross-sections, or as instructed by the engineer. Wherever seeding or sodding has been specified, the black topsoil shall be selectively stripped and stockpiled to both sides of the right-of-way or use as topsoil for the seeding and sodding portion of the project. The side slopes and bottom of the ditch are to be dressed as smooth and even as can be done by the skillful operation of the machinery employed to do the work. All waste material shall be removed therefrom to the satisfaction of the engineer. During the course of construction, the contractor shall conduct his/her operation in such a way that the completed work shall be in reasonable facsimile to that shown on the plans for any particular section. Extra excavation and cost incurred for this purpose shall be at the expense of the contractor. 16.03 WASTE BANKS Unless otherwise directed, the contractor shall place the waste banks on both sides of the ditch and level them to correspond with the slope of the ground surface as closely as possible. The material shall be finished smooth by a bulldozer, grader or dragline to the satisfaction of the engineer. Openings shall be left in the waste banks for the drainage of adjacent land, crossings or waterways. 16.04 OBSTRUCTIONS The contractor shall remove all bridges, trees, stumps, rocks, brush, culverts, and other obstruction to his/her work within the right-of-way. Bridge or culvert material which may be usable again shall be piled outside of the right-of-way. 16.05 SILT REMOVAL The ditch will be checked for grade and widths as the work progresses. Any work not to grade or of proper width shall be corrected. All work shall be maintained to the proper depth and width in which that part of the ditch is constructed until the end of the working season. In case silt washes into the ditch or the banks cave into it later, the silt or cave in shall be removed, if necessary, for which the contractor shall be paid on an equipment rental basis, or some other method of compensation, if the same is agreed upon by the contractor, engineer, and representative of the owner. 32 [1 1 1 C 1 1 1 1 1 1 I 1 1 1 1 1 1 SECTION 17.00 - RIPRAP AND EROSION CONTROL MATERIALS 17.01 GENERAL The contractor shall furnish and install riprap as designated by the plans or as directed by the engineer to prevent the possibility of erosion. 17.02 RIPRAP MATERIALS. The riprap material shall conform to Minnesota Department of Transportation Standard Specifications 3601. The stone shall be durable field or quarry stone of approved quality, sound, hard, and free from seams, cracks or other structural defects. Unless otherwise specified, the stone may be round, flat, or other shapes in between. 17.02A Class or Size of Hand Placed and Grouted Riuran. The individual stones, except those used for chinking, shall not weigh less than 50 pounds each. 17.0213 Size of Rock Versus Weight . As a guide, the following table is included which compares the approximate average diameter with the various weights of round stone. Of course, flat stones of an equivalent weight would have a greater diameter. Weight (Lbs.) Average Diameter (Inches) Weight (Lbs.) Average Diameter (Inches) 10 6 150 15 30 9 180 16 50 10 250 18 80 12 300 19 110 14 400 21 This work shall conform to MnDOT Specification 2511. 17.04 HAND PLACED RIPRAP This work shall conform to MnDOT Specification 2511. 17.05 GROUTED RIPRAP This work shall conform to MnDOT Specification 2511. 33 17.06 EROSION CONTROL The contractor shall install and maintain fabric fences, conforming to special provisions or as approved by the City Engineer or other appropriate erosion control materials at all storm sewer outlets and other potential erosion problem areas along lakes, streams or ponds as noted on the plans or as directed by the engineer. 17.07 FILTER BLANKET MATERIAL Filter blanket material shall conform to MnDOT Specification 3601.13, and shall be placed beneath the riprap material at each storm sewer outlet. ' 17.08 LINER MATERIAL Erosion control liner material shall be placed beneath the filter blanket material at each storm sewer outlet as described on the standard plate. The liner shall be staff permealiner plastic filter material #M1195, or equal. 34 SECTION 18.00 - FORCEMAIN 18.01 DUCTILE IRON PIPE The ductile iron pipe covered by this specification shall be of the push on joint type or the mechanical joint type, centrifugally cast to conform to all requirements of AWWA Specification C151, latest revision. Minimum thickness of ductile iron pipe shall be as follows: 3" Ductile Iron Pipe 0.25' Class 51 4" Ductile Iron Pipe 0.26" Class 51 6" Ductile Iron Pipe 0.25' Class 50 8" Ductile Iron Pipe 0.27' Class 50 10" Ductile Iron Pipe 0.29" Class 50 12" Ductile Iron Pipe 0.31" Class 50 14" Ductile Iron Pipe 0.33" Class 50 16" Ductile Iron Pipe 0.34" Class 50 18" Ductile Iron Pipe 0.35' Class 50 20" Ductile Iron Pipe 0.36" Class 50 24" Ductile Iron Pipe 0.38" Class 50 30" Ductile Iron Pipe 0.39" Class 50 36" Ductile Iron Pipe 0.43" Class 50 42" Ductile Iron Pipe 0.47' Class 50 48" Ductile Iron Pipe 0.51" Class 50 54" Ductile Iron Pipe 0.57' Class 50 All pipe shall have a cement mortar lining in accordance with AWWA Specification C104, latest revision. All ductile iron pipe shall be marked 'DUCTILE IRON' in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. (a) Rubber Gasket Joints. All rubber gasket joints are to be in accordance with AWWA Specification C111 latest revision. Adequate means for electrical conductivity shall be provided for the gasket joint. (b) Fittings. All fittings are to be in accordance with AWWA Specification C110, latest revision. ' All fittings are to have short body laying dimensions. 35 18.02 POLYVINYL CHLORIDE PRESSURE PIPE The polyvinyl chloride pressure pipe (P.V.C. pressure pipe) conform to ASTM D-1784, Type 1, Grade I, and ASTM D-2241 and shall have a minimum working pressure of 100 psi. covered by this specification shall ' SDR -PR 41, 100 psi latest revision All pipes shall be marked P.V.C. ASTM D-1120 and ASTM D-2241. The class pressure rating or SDR shall be plainly marked on the pipe. , (a) Rubber Gasket Joints. All P.V.C. pressure pipe shall have rubber gasket joints in accordance with ASTM D-1869. Joints shall be kept clean and properly lubricated prior to installation. (b) Fittings. All fittings shall be compatible with the pipe supplied and shall have a minimum working pressure of 200 psi (SDR -21). 18.03 AIR AND VACUUM VALVES Sewage air and vacuum valves shall be Crispen sewage valves, Model Number S20B and S20AB, as manufactured by Multiplex Manufacturing Co., or approved equal. The valve shall be furnished with a two-inch (2") inlet, a two-inch (2") shut off valve and all other accessories needed for back flushing such as a one -inch (1") blow off valve, a one-half inch (%i') shut off valve and a quick disconnect coupling with back flushing hose. An operating and maintenance instruction manual shall be included with the valve. 18.04 AIR RELIEF MANHOLE Air relief manholes shall be constructed of precast concrete sections with R-4 joints as designated on the plans and shown on the detail plate in accordance with ASTM designation C-139. 18.05 PIPE INSTALLATION All pipes shall be laid to the depth shown on the contract drawings. The contractor shall satisfactorily maintain the specified cover by the use of grade boards. If additional bends are required, where not shown on the drawings to maintain alignment around curves, the contractor shall provide the required number and be compensated at the unit price as proposed on the bid form. The following is the maximum allowable joint deflection for the ductile iron pipe. IR I 1 11 I I 11 I I I Mechanical 18.06 LAYING PIPE (a) Handling of Force Main Material Into Trench. Proper tools and facilities satisfactory to the engineer shall be provided and used by the contractor for the safe and convenient prosecution of the work. All pipe, fittings and valves shall be carefully lowered into the trench in such a manner as to prevent damage to force main materials and protective coatings and linings. Under no circumstances shall force main materials be dropped or dumped into the trench. (b) Jointing. All types of joints shall be made in strict accordance with manufacturer's specifications. All pipe ends shall be wire brushed, wiped clean, and kept clean until joints are made. For the assembly of the ppsh-on type of joint, additional cleaning shall be required with a power driven wire brush or other means just prior to assembly until clean, bright, metallic surface shows in the locations where the metal inserts of the gasket will contact the socket and spigot after assembly. (c) Cutting Pine. Untapered spigot ends may be encountered when pipes are cut in the field. Before assembly, the cut end should be beveled with a heavy file or other suitable apparatus, removing any sharp or rough edges to protect the gasket from injury and ensure ease of assembly. (d) Blocking. All fittings, at points of bends in the line, shall be solidly braced against the end or sides of the trench. All fittings shall be blocked with concrete. The concrete to have a minimum compressive strength of 2000 psi and the block to be of sufficient size so as not to exert more than 2000 lbs. per square foot pressure against the soil. 18.07 TESTING FORCEMAINS (a) Hydrostatic Tests Required. A pressure test shall be required for all installations of force main and all appurtenances. (b) Pressure Test. The pressure test shall be held at a hydrostatic pressure equal to twice the maximum design pressure or a minimum hydrostatic pressure of 70 pounds per square inch for a period of one hour in the presence of the engineer. At the end of the one hour period, the pressure drop shall be read. Next, the contractor shall add water to the system through a water meter capable of measuring increments to a tenth of a gallon until the water system has 37 Joints Slip Joint 4 inch 40 25' 50 6 inch 40 25' 50 8 inch 30 51' 50 10 inch 30 42' 50 12 inch 30 08' 50 14 inch 20 39' 30 16 inch 20 21' 30 18 inch 20 07' 30 18.06 LAYING PIPE (a) Handling of Force Main Material Into Trench. Proper tools and facilities satisfactory to the engineer shall be provided and used by the contractor for the safe and convenient prosecution of the work. All pipe, fittings and valves shall be carefully lowered into the trench in such a manner as to prevent damage to force main materials and protective coatings and linings. Under no circumstances shall force main materials be dropped or dumped into the trench. (b) Jointing. All types of joints shall be made in strict accordance with manufacturer's specifications. All pipe ends shall be wire brushed, wiped clean, and kept clean until joints are made. For the assembly of the ppsh-on type of joint, additional cleaning shall be required with a power driven wire brush or other means just prior to assembly until clean, bright, metallic surface shows in the locations where the metal inserts of the gasket will contact the socket and spigot after assembly. (c) Cutting Pine. Untapered spigot ends may be encountered when pipes are cut in the field. Before assembly, the cut end should be beveled with a heavy file or other suitable apparatus, removing any sharp or rough edges to protect the gasket from injury and ensure ease of assembly. (d) Blocking. All fittings, at points of bends in the line, shall be solidly braced against the end or sides of the trench. All fittings shall be blocked with concrete. The concrete to have a minimum compressive strength of 2000 psi and the block to be of sufficient size so as not to exert more than 2000 lbs. per square foot pressure against the soil. 18.07 TESTING FORCEMAINS (a) Hydrostatic Tests Required. A pressure test shall be required for all installations of force main and all appurtenances. (b) Pressure Test. The pressure test shall be held at a hydrostatic pressure equal to twice the maximum design pressure or a minimum hydrostatic pressure of 70 pounds per square inch for a period of one hour in the presence of the engineer. At the end of the one hour period, the pressure drop shall be read. Next, the contractor shall add water to the system through a water meter capable of measuring increments to a tenth of a gallon until the water system has 37 I 1 been restored to the original hydrostatic pressure as stated above. The quantity of water added to the system shall then be read to the nearest tenth of a gallon. The maximum 1 allowable quantity of water which may be added to the water system is one pint per hour for each section of force main tested between consecutive valves or plugs. A suitable container graduated in increments of one pint shall be used as the source of water. 1 (c) Procedure. Each valved section of pipe shall be slowly filled with water from a safe source, and the specified test pressure, measured at the lowest point of elevation, shall be applied by 1 means of a water pump connected to the pipe in a manner satisfactory to the engineer. Where valves do not exist the contractor shall plug the end of the line in a manner satisfactory to the engineer. The pump, pipe connections, gauge and all necessary apparatus shall be furnished 1 by the contractor and shall be approved by the engineer before any test is made. All necessary pipe taps shall be made by the contractor as may be directed by the engineer. (d) Expelling Air Before Test. Before applying the specified test pressure, all air shall be 1 expelled from the pipe. To accomplish this in those instances where air relief manholes exist, the pipe shall be filled with water until all air has been expelled through the air relief valve. 1 Then the shut off valve between the force main and air relief valve shall be closed and the air relief valve disconnected from the system. The pressure test on the force main can then proceed as outlined above. (e) Examination Under Pressure. Any cracked or defective pipes, valves and fittings discovered in consequence of the pressure test shall be removed and replaced by the contractor with 1 sound material and the test shall be repeated until satisfactory to the engineer. The pressure test shall be performed in a manner approved by the engineer. The contractor shall correct all faulty materials or workmanship discovered during the tests and all such corrections shall be 1 made to the satisfaction of the engineer at the contractor's expense. 1 I 1 I I,! 1 7 38 i L SECTION 19.00 - TELEVISION INSPECTION ' A. Televising shall be performed on all newly constructed gravity sanitary sewer lines after successful leak testing has been completed and accepted. B. Format — The video will be submitted in a DVD format with both audio and video. A bound report document shall accompany all videos. tC. Camera — The camera will be self-propelled and will have the ability to tilt up and down and pan left to right. Camera must provide crisp color images. D. Line Requirements: 1. All lines shall be jetted and vacuumed so that all debris has been removed prior to televising. ' 2. Small quantity of water is to be introduced into the line prior to televising. Amount shall be determined by the Engineer and coordinated with the City's Water and Sewer Department. The amount of water shall be sufficient enough to distinguish ' any sags or alignment problems with the pipe. 3. A fan/vacuum shall be utilized if steam given off by the sanitary sewer affects the camera visibility. 4. Each run will consist of a starting and ending MH number, line size and type, ' direction of flow, and a zero reading on the counter at center of the starting manhole. 5. Clear audio shall be used to describe items mentioned above as well as any defects found in the line. Defective items shall include but not be limited to, separated or misaligned joints, leaks, cracks, mineral deposits, debris, roots, and abandoned services. ' 6. Each service wye shall be examined using the pan and tilt feature. ' 7. The video camera operator shall type into the video the station (distance), wye location and either the left or right side of the pipe and any problems they notice while televising the sewer lines. ' 8. Manhole requirements: a. Examine starting and ending doghouses for quality of mortar work. b. While at the bottom of the manhole, the camera will examine all joints as high as it can see around the entire manhole circumference. Joints shall be examined for infiltration and excessive gaps. ' 9. All outside drops shall be noted and visually examined looking down from the top. 39 E. Report requirements: 1. The location shall be given. Included are the city in which the work was performed, the street name (if applicable), and manhole labels corresponding to the engineers plan. 2. Identify the pipe type and size, average joint length, and total televised line length. 3. Provide starting and ending manhole depths to the nearest O.S. 4. List the direction of flow. 5. Identify the service wyes. Include the location relative to the zero starting point, the side (left of right), and the clockwise position of the wye (i.e. 10:00). Note any problems associated with the service wye. 6. Clearly note the location and type of any problem or defect encountered in the line. FM I I ,� L 1 I LJ I 1 I SECTION 20.00 - METHOD OF PAYMENT The work shall be measured and the compensation determined in the following manner: 20.01 SEWER PIPE Sewer pipe shall be paid for at the contract price per lineal foot, which shall include the cost of furnishing all pipe, pipe bend sections, jointing material, bedding material and other material and of delivering, handling, laying, dewatering, trenching, sheeting and backfilling, testing, restoring of the surface, necessary permits, and all material or work necessary to install the pipe complete in place at the depth specified. The length of pipe for which payment is made shall be the actual overall length measured along the axis of the pipe to the centerline of the manhole. Lengths of branches will be measured from the centers of connecting manholes to the center of manhole. All lengths will be measured in a horizontal plane unless the grade of the pipe is more than 15%. The depth of cut for payment shall -be defined as the distance between the invert of the pipe at a particular point and the intersection of a vertical or plumb line extended from the said point to the point of intersection of the line with the ground surface as it exists at time of construction. 20.02 CAST IRON PIPE OR DUCTILE IRON PIPE IN LIEU OF OTHER SEWER PIPE C.I.P. or D.I.P. not shown on the plans but placed upon direction of engineer in lieu of other sewer pipe shall be paid for as sewer pipe in accordance with Section 20.01 above plus the contract unit price per lineal foot bid as "Additional cost per foot for substituting C.I.P. or D.I.P. in lieu of other sewer pipe" as listed on the proposal form for the diameter of pipe firmished. 20.03 MANHOLES The standard manholes and drop manholes shall be paid for at the contract unit price which shall include the cost of furnishing all pipe, tees, horseshoes, precast sections, sewer block, concrete slabs, adjusting rings, mortar, castings, chimney seals, water proofing, jointing and other material and of delivering, handling, excavating, sheeting, backfilling, dewatering, restoring of the surface and all material or work necessary to install the units complete in place at the depth specified for the depth of 0-8 feet plus an additional payment at the contract unit price per lineal foot of depth greater than eight feet (8'). Manholes shall be measured from the invert of the sewer to the top of the cover. 20.03A Drop Section for Drop Manholes . The risers for drop manholes consist of D.I.P. including pipe support and all appurtenances will be paid for at the contract unit price per lineal foot. Length of riser shall be computed as distance from tee invert to invert of lowest pipe entering manhole. 20.04 WYES TEES AND SPECIAL FITTINGS Wyes, tees and special fittings will be paid for at the contract price for each unit famished of the size and classification specified in the proposal form. 41 20.05 CATCH BASINS Catch basins will be paid for at the contract unit price, including base and casting. 20.06 FLARED -END SECTIONS IN PLACE End sections will be paid for at the contract unit price for each size furnished and shall include placing costs and trash guard Riprap materials will be paid at the contract unit price. Flared end sections will not be included in the lineal footage of pipe being measured. 20.07 PILING Piling up to 20 feet long including caps shall be paid for at the contract unit price for each single pile bent in place. No additional payment will be made for cradles. Any piling required over 20 feet in length shall be paid for as excess length of piling. Payment will not be made for cut off lengths. Double pile bents shall be paid for according to the length of each individual pile. There shall be no additional compensation for lumber or hardware used to tie the piles together. 20.08 FOUNDATION MATERIAL Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid for at the contract unit priceep r to in place. Payment shall include cost of excavation and placement. 20.09 SPECIAL SECTIONS Special sections will be paid for at the contract price on a lump sum basis for all work and material necessary for the complete installation or construction. 20.10 PILING FOUNDATION FOR MANHOLES Payment for 'Piling Foundation for Manholes" will be paid at the unit price bid and shall include steel reinforcement of the base, together with four (4) 20 -foot piles each. Piling over 20 feet in length will be paid at the contract unit price per linear foot for each foot of length over 20 feet driven in place below cut-off. 20.11 SHEETING ORDERED IN PLACE Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet. 42 I 1 11 1 1 1 20.12 JACKING Payment for jacking will be paid for at the contract unit price per lineal foot. Sewer used in jacking will be paid at the bid unit price for that diameter sewer in the 0-8' cut category or as otherwise specified. 20.13 INCIDENTAL ITEMS The cost of all material and labor required to complete this project as specified as shown on the plans, but not specifically included as a pay item, shall be incidental to the various unit prices bid. 20.14 TELEVISION INSPECTION 1 Payment for televising of sanitary and/or storm sewer lines will be paid for at the contract unit price per linear foot. 1 20.15 SUBSURFACE DRAINTILE Measurement will be made by the length of furnished and satisfactorily installed Subsurface 1 Draintile approved by the Engineer. Payment will be made at the contract bid price per linear foot which shall be full compensation for trenching, fabric wrapped PE pipe and installation, cleanouts, aggregate backfill, cap, fittings, compaction, connecting to catch basins/manholes, and all other 1 associated work. 1 1 1 1 1 1 I 1 43 1 SECTION 21.00 — DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 21.01 GENERAL This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing materials, anchors, blocking, encasement, and other necessary appurtences. All materials and equipment used in the drilling systems shall be of high quality and generally accepted in the industry. The services furnished by the contractor shall be performed in accordance with standard HDD industry practice and these documents and shall include all labor, equipment, and consumables necessary to accomplish the following tasks: a. Clearing, grading, and general site/access preparation necessary for construction operations. b. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. c. Erection of horizontal drilling equipment at the rig site indicated on the drawings. d. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull section. e. Reaming the pilot hole along the path indicated on the drawings. f. Prefabrication of the pull section including thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. g. Installation of the prefabricated pull section in the reamed hole. h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. i. Pre -installation and post -installation hydrostatic testing of each individual HDPE pipe in accordance with the applicable specification. j. Clean-up and restoration of all work areas. 21.02 GOVERNING STANDARD Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the applicable requirements of ANSI/AWWA C906. The supplementary information required in the foreword of the governing standard is as follows: Affidavit of Compliance (Sec. 6.3) 44 Required I I 1 1 1 I Plant Inspection (Sec. 5.9) Not Required Special Markings (Sec. 6.1.4) Not Required Special Preparation for Shipment (Sec. 6.2) Not Required Special Quality Assurance Testing (Sec. 5) Required 21.03 SUBMITTALS All procedures or material descriptions requiring the engineer's approval shall be submitted not less than 3 weeks prior to commencing any horizontal directional drilling activities. Submittals shall include but are not limited to the following: a. Composition of drilling fluid. b. Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). c. Buoyancy control plan (if applicable). d. Drilling fluid disposal plan. e. Working drawings showing the pipeline grade proposed by the contractor based on his design of the directional drilling installation. The contractor shall submit final design drawings of the directionally drilled HDPE system which shall include all details, dimensions, quantities, and cross sections necessary to construct the pipeline. The plans and elevations shall be developed in accordance with the lines and grades indicated on the drawings. The drawings and data shall be prepared and signed by a professional engineer licensed in the State of Minnesota. Drawings shall include, but shall not be limited to the following: a. Details of joints. b. Gasket material. c. Pipe length. d. Certified calculations indicating the required DR, estimated force, allowable force, and safety factor for each of the pipe diameters in order to stay within the allowable tensile stress limits when pulling each pipe into a reamed hole. e. Certified calculations using the required DR are determined in the tensile analysis showing the actual hydraulic pressure, allowable hydraulic pressure, and safety factor for each of the pipe diameters based on a short term ring collapse analysis. 45 f Pipe depth. g. Pipe pressure class. h. Affidavit of Compliance (ANSI/AWWA C906, Sec. 1.5). i. Special Quality Assurance Testing (ANSI/AWWA C906, Sec. 4). 21.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. a. Contact the utility location/notification service and all other utilities not covered by this service for the construction area. b. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horizontally located within 10 feet of the designed drilled path. c. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. The contractor shall be responsible for locating any and all underground facilities regardless of the engineer's previous efforts in this regard. The contractor shall be responsible for all losses and repairs to underground facilities resulting from drilling operations. 21.05 PERMITS AND APPROVALS The Contractor shall obtain all other necessary permits and approvals. All work performed shall comply with the requirements of the permits obtained. 21.06 QUALITY ASSURANCE Qualifications - The pipe manufacturer shall provide the services of an experienced, competent, and authorized representative to visit the site of the work to advise and consult with the contractor during joining and installation of the pipe. The manufacturer's representative shall not directly supervise the contractor's personnel, and the contractor shall remain responsible for the pipeline work. Storage and Handling - Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct sunlight. M I 21.07 DESIGN The contractor shall retain a professional engineer registered in Minnesota with experience in design and construction of at least five (5) directional drilling installations of material similar to the proposed project. The design engineer shall sign and seal the construction drawings and design calculations. The design engineer shall be licensed to practice in the State of Minnesota and shall maintain professional liability insurance. The contractor shall design the entire directional drill installation including the final grade of the pipeline. The HDPE pipe class shall be determined to suit the contractor's means and methods and loadings anticipated during and following installation. Design Criteria - Analysis shall include the following failure scenarios: a. Tensile yield resulting from the pulling force applied to the pipe as it is pulled into a reamed hole. b. Collapse of the pipe due to external hydrostatic pressure exerted by the drilling fluid column which surrounds the pipe. c. Horizontally Directionally Drilled Pullback operations corresponding to a 12 hour "safe stress" at 5 percent of strain design limit. d. Minimum safety factor of 1.5 to determine DR the allowable tensile stress limits analysis. e. Minimum safety factor of 2.0 for DR selection using short term ring collapse analysis. 21.08 MATERIALS Pipe/Fittings - Chevron "Plexco" or Phillips "Driscopipe", ANSI/AWWA C906; material designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron Pipe Size) OD, DR 11.0. Joints -Thermal butt fusion joints, ASTM D3261. ' Couplings - Electrofusion Couplers. Connections with DIP - Connections shall be made using fittings suitable for such purposes. Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and metal backup ring. The adjoining ductile iron fitting shall be of an equivalent internal diameter as the polyethylene piping. Tracer Wire - Tracer wire shall be laid with all HDPE watermain and shall be Copperhead HDD ' or engineer approved equal. Coordinate installation, testing, and above ground termination of tracer wire with the City. 1 47 1 21.09 ACCESS The contractor shall work within the designated Right of Way. Access to the work site shall be acceptable to all governing agencies. 21.10 INSTALLATION Laving Pipe - Pipe shall not be laid in water or under unsuitable weather or trench conditions, and shall be protected against entry of foreign matter. During cold weather, particular care shall be taken in handling and laying pipe to prevent damage by impact. Whenever pipe laying is stopped, the open end of the line shall be closed with a tight -fitting end board to keep out sand and earth. The end board shall have several perforations near its center to permit water into the pipe, thus preventing flotation in the event that the trench is flooded. Standing water in the trench shall be removed before the end board is removed. Pipe shall be protected from exposure to sunlight, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. Cleaning - The interior of all pipe and fittings shall be thoroughly cleaned before installation and shall be kept clean until work has been accepted. Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: a. Alignment - Plus or minus 5 feet. b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The contractor shall determine the entry side of the pilot hole drilling depending on the pipe grade, availability of right-of-way, room to string the pipeline, and other factors. c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact location shown on the drawings. In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-of-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. Cutting Pipe - Cutting shall comply with the pipe manufacturer's recommendations. Cuts shall be smooth, straight, and at a right angle to the pipe axis. After cutting, the end of the pipe shall ME L1 1 I 1 I I h 1 be dressed to remove all roughness and sharp comers and shall be beveled in accordance with the manufacturer's instructions. Jointing - Jointing shall conform to the instructions and recommendations of the pipe manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by the thermal butt fusion method in accordance with the pipe manufacturer's recommendations for the specified service. The butt fusion equipment used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer, including, but shall not be limited to, temperature requirements of 400T, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100 percent efficient offering a joint weld strength equal to or greater than the tensile strength of the pipe. Socket fusion and extrusion welding or hot gas welding will not be acceptable. All joining procedures shall be acceptable to the engineer. In_�ection - Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special attention to pipe ends. All defective pipe and fittings shall be removed from the site of the work. Connections with Other Pining - Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection with other piping shall be made at a time and under conditions which will least interfere with service to customers, and as authorized by the City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting of pipe shall be made. Facilities shall be provided for proper dewatering and for disposal of all water removed from the dewatered lines and excavations without damage to adjacent property. Special care shall be taken to prevent contamination of potable water lines when dewatering, cutting into, and making connections with other pipe. No trench water, mud, or other contaminating substances shall be permitted to get into the lines. The interior of all pipe, fittings, and valves installed in such connections shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors, joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal pressure. Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be as indicated on the drawings or as directed by the engineer. Reaction blocking, anchorages, or other supports for fittings installed in fill or other unstable ground shall be provided as indicated on the drawings or as directed by the engineer. Protective Coating - All steel clamps, rods, bolts, and other metal components of tapping saddles or reaction anchorages subject to submergence, or in contact with earth or other fill material, and 49 not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard before the second coat is applied. 21.11 REAMING AND PULLBACK Pre-reamine - Pre -reaming operations shall be conducted at the discretion of the contractor. The contractor shall insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pipe resulting from inadequate pre -reaming shall be the responsibility of the contractor. All provisions of this specification relating to simultaneous reaming and pulling back operations shall also pertain to pre -reaming operations. Pulling Loads - The maximum allowable tensile load imposed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pipe's specified tensile yield strength and the area of the pipe section. Torsional Stress - A swivel shall be used to connect the pull section to the reaming assembly to minimize torsional stress imposed on the section. Pull Section Support - The pull section shall be supported as it proceeds during pull back so that it moves freely and the pipe is not damaged. External Collapse Pressure - The pull section shall be installed in the reamed hole in such a manner that external pressures are minimized and an appropriate counter -balancing internal pressure is maintained. Any damage to the pipe resulting from external pressure during installation shall be the responsibility of the contractor. Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor. Any buoyancy modification procedure proposed for use shall be submitted to the engineer for approval. No procedure shall be used which has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification. 21.12 DRILLING FLUIDS Composition - The composition of all drilling fluids proposed for use shall be submitted to the engineer for review and approval. No fluid will be approved or utilized that does not comply with permit requirements or environmental regulations. Water - The contractor is responsible for obtaining, transporting, and storing any water required for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine acceptable water locations. Recirculation - The contractor shall maximize recirculation of drilling fluid surface returns. The contractor shall provide solids control and fluid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. A description of solids control and cleaning equipment proposed for use shall be submitted to the engineer. C I Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be conducted in compliance with all environmental regulations, right-of-way and workspace agreements, and permit requirements. Drilling fluid disposal procedures proposed for use shall be submitted to the engineer. Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed or permitted. ' Inadvertent Returns - The contractor shall employ his best efforts to maintain full annular circulation of drilling fluids. Drilling fluid returns at locations other than the entry and exit ' points shall be minimized. In the event that annular circulation is lost, the contractor shall take steps to restore circulation. If inadvertent surface returns of drilling fluids occur, they shall be immediately contained with hand placed barriers (i.e. hay bales, sand bags, silt fences, etc.) and collected using pumps and other suitable equipment. If the amount of the surface return exceeds that which can be contained with hand placed barriers, small collection sumps, drilling operations shall be suspended until surface return volumes can be brought under control. 21.13 FIELD QUALITY CONTROL ' Instrumentation - The contractor shall at all times provide and maintain instrumentation which will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure the drilling fluid discharge rate and pressure. The engineer will have access to these instruments ' and their readings at all times. A log of all recorded readings shall be maintained and will become part of the "As Constructed" information to be supplied by the contractor. ' Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications. 1 1 Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. These tests are described in Section 10.00 of the Watermain Specifications. Additional testing may be required at the discretion of the engineer. All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the correction period specified in the General Conditions shall be repaired by and at the expense of the contractor. 51 CITY OF CHANHASSEN SPECIFICATIONS 2008 EDITION WATERMAIN SPECIFICATIONS 2008 WATERMAIN SPECIFICATIONS TABLE OF CONTENTS Page 1.00 SCOPE.......................................................................................................................................... 1 1.01 General............................................................................................................................. 1 1.02 Work Included................................................................................................................. 1 1.03 Location of the Work....................................................................................................... 1 1.04 Coordination of Work..................................................................................................... 1 1.05 Working Hours................................................................................................................ 1 1.06 Reference Requirements................................................................................................. 2 2.00 MATERIALS........................................................... _.................................................................. 3 2.01 General................................................................................................................................3 2.02 Ductile Iron Fittings............................................................................................................3 2.03 Ductile Iron Pipe................................................................................................................3 2.03a Plastic Film Wrap.................................................................................................4 2.04 Polyvinyl Chloride Pipe (PVC)..........................................................................................4 2.05 Resilient Wedge Gate Valves (4" to 18" in diameter)......................................................5 2.06 Butterfly Valves..................................................................................................................5 2.07 Valve Boxes........................................................................................................................6 2.08 Valve Box Adapters...........................................................................................................6 2.09 Hydrants............................................................................................................................. 6 2.10 Corporation Cocks D.I.P................................................................................................... 9 2.11 Curb Stop and Box.............................................................................................................9 2.12 Copper Tubing..................................................................................................................10 2.13 Service Saddles.................................................................................................................10 2.14 Retainer Glands................................................................................................................10 2.15 Mechanical Joint Restraints.............................................................................................10 2.16 Electrical Conductivity Materials....................................................................................11 2.17 Air Relief Manhole........................................................................................................... 11 2.18 Air Relief Valves..............................................................................................................11 2.19 Concrete............................................................................................................................ 11 2.20 Soil Materials....................................................................................................................12 2.20a Normal "Fill Material".......................................................................................12 2.20b Crushed Rock.....................................................................................................12 2.21 Insulation...........................................................................................................................12 i I I 1 [1 1 1 J 3.00 INSPECTION AND TESTING OF MATERIALS............................................................... 13 3.01 Shop Inspections and Testing.......................................................................................... 13 3.02 Field Inspection and Testing........................................................................................... 13 3.03 Disposition of Defective Material................................................................................... 13 3.04 Concrete Test Cylinders.................................................................................................. 13 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ............................................. 14 4.01 Material Furnished by Contractor................................................................................... 14 4.02 Material Furnished by the Owner................................................................................... 14 4.03 Replacement of Damaged Material................................................................................ 14 4.04 Responsibility for Safe Storage....................................................................................... 14 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE 15 6.12 Drilling Fluids.......................................................................................................... 24 6.13 Field Quality Control............................................................................................... 24 7.00 EXCAVATION AND TRENCH PREPARATION.............................................................. 26 7.01 General.............................................................................................................................26 7.02 Trench Width and Description........................................................................................ 26 7.03 Pipe Bedding.....................................................................................................................27 7.04 Pipe Foundation in Poor Soil.......................................................................................... 27 ' 7.05 Pipe Clearance in Rock................................................................................................... 27 7.06 Braced and Sheeted Trenches......................................................................................... 27 7.07 Piling of Excavated Material........................................................................................... 28 J ' 5.01 Material Handling............................................................................................................ 15 5.02 Pipe Alignment and Grades............................................................................................ 15 5.03 Deviation with Engineer's Consent................................................................................. 16 ' 5.04 Deviations Occasioned by Other Utility Structures....................................................... 16 6.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE ................................. 17 6.01 General..................................................................................................................... 17 6.02 Governing Standard................................................................................................. 17 ' 6.03 Submittals................................................................................................................ 18 6.04 Protection of Underground Facilities....................................................................... 19 6.05 Permits and Approvals............................................................................................. 19 ' 6.06 Quality Assurance.................................................................................................... 19 6.07 Design...................................................................................................................... 20 6.08 Materials.................................................................................................................. 20 6.09 Access...................................................................................................................... 21 6.10 Installation............................................................................................................... 21 6.11 Reaming and Pull Back............................................................................................ 23 6.12 Drilling Fluids.......................................................................................................... 24 6.13 Field Quality Control............................................................................................... 24 7.00 EXCAVATION AND TRENCH PREPARATION.............................................................. 26 7.01 General.............................................................................................................................26 7.02 Trench Width and Description........................................................................................ 26 7.03 Pipe Bedding.....................................................................................................................27 7.04 Pipe Foundation in Poor Soil.......................................................................................... 27 ' 7.05 Pipe Clearance in Rock................................................................................................... 27 7.06 Braced and Sheeted Trenches......................................................................................... 27 7.07 Piling of Excavated Material........................................................................................... 28 J 7.08 Barricades, Guards and Safety Provisions...................................................................... 28 7.09 Traffic and Utility Controls............................................................................................. 28 7.10 Private Property Protection............................................................................................. 28 7.11 Tunneling, Jacking, Boring or Excavation Other Than Open Trench ........................... 28 7.12 Railroad and Highway Crossings.................................................................................... 28 7.13 Interruption of Water Service.......................................................................................... 29 8.00 PIPE LAYING .»..................... _.................................................................................................. 30 8.01 Installation of Watermain and Appurtenances............................................................... 30 8.02 Laying of Pipe and Fittings............................................................................................. 30 8.03 Jointing of Pipe and Fittings............................................................................................ 30 8.04 Setting Hydrants.............................................................................................................. 31 8.05 Conductivity..................................................................................................................... 31 8.06 Sewer Crossings.............................................................................................................. 31 8.07 Valves, Boxes, Manholes, Vaults and Fittings............................................................... 32 8.08 Building Services............................................................................................................. 32 9.00 BACKFILLING......................................................................................................................... 33 9.01 General............................................................................................................................. 33 9.02 Backfill Procedure at Pipe Zone..................................................................................... 33 9.03 Backfill Procedure Above the Pipe Zone........................................................................33 9.04 Disposal of Excess Materials and Debris....................................................................... 34 9.05 Fill Material..................................................................................................................... 34 9.06 Density Tests.................................................................................................................... 34 10.00 TESTING AND DISINFECTING MAINS .............. .._................................ .............. .._...... 35 10.01 Pressure Testing............................................................................................................. 35 10.02 Disinfecting Mains and Temporary Water Services .................................................... 36 10.03 Electrical Conductivity Test.......................................................................................... 36 10.04 Trace Wire Test -PVC Watermain............................................................................... 37 11.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE ....................................... 38 11.01 Restoration of Surface.................................................................................................... 38 11.02 Dust Control During Construction................................................................................. 38 11.03 Mailbox Restoration....................................................................................................... 38 11.04 Maintenance of Streets Until Surfaced.......................................................................... 38 11.05 Clean Up......................................................................................................................... 38 11.06 Guarantee .............................. 11.07 Failure to Replace Defective .... 38 .... 39 12.00 TURF ESTABLISHMENT..................................................................................................... 40 iii I 12.01 General 40 ' 13.00 METHOD OF PAYMENT ......... ............................................................................................ 41 1 I I L I I I iv 13.01 Watermain Pipe.............................................................................................................. 41 13.02 Compact Ductile Iron Fittings........................................................................................ 41 ' 13.03 Hydrants.......................................................................................................................... 13.04 Valves and Boxes........................................................................................................... 43 43 13.05 Copper Water Service Pipe............................................................................................ 43 13.06 Corporation Cocks.......................................................................................................... 13.07 Service Saddles............................................................................................................... 44 44 13.08 Curb Stops and Boxes.................................................................................................... 44 13.09 Air Relief Manholes....................................................................................................... 44 13.10 Piling................................................................................................................................44 13.11 Special Conditions.......................................................................................................... 44 ' 13.12 Special Sections.............................................................................................................. 13.13 Sheeting Ordered Left in Place...................................................................................... 44 44 13.14 Jacking.............................................................................................................................45 1 I I L I I I iv SECTION 1.00 - SCOPE 1.01 GENERAL It is the intent of these detailed specification requirements to provide the requirements for watermain construction in the City of Chanhassen, Minnesota. 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, furnish all material, equipment, tools and labor necessary to do the work required under his/her contract and unload, haul and distribute all pipe, castings, fittings, valves, hydrants, and accessories. The contractor shall also remove any street surfacing as required; excavate the trenches and pits to the required dimensions; construct and maintain all bridges for traffic control; sheet, brace and support the adjoining ground or structures where necessary; handle all drainage or ground water; provide barricades, guards and warning lights; lay and test the pipe, castings, fittings, valves, hydrants, and accessories, backfill and consolidate the trenches and pits; maintain the street or other surface over the trench until surface restoration; restore the roadway surface unless otherwise stipulated; remove surplus excavated material; and clean the site of the work. Installation shall include a six (6') foot witness post when the gate valve is located outside the traveled roadway. Attached to the witness post shall be a "GV" sign installed perpendicular to the roadway. The sign shall be made of aluminum with 3M brand or equal engineering grade reflective sheeting. The contractor shall also furnish all equipment, tools, labor and materials required to rearrange sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the above work to completely construct the watermain facilities shall be done in strict accordance with the project's contract documents to which these specifications are a part thereof. 1.03 LOCATION OF THE WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the satisfactory coordination of the construction of the watermain facilities with other construction and activities in the area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS Refer to Section 7.02 of the General Conditions. I 1 1.06 REFERENCE REQUIREMENTS In the specification requirements, reference is made to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation 2005 Edition and all subsequent amendments, and City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer and Storm Sewer Installation, 1999 Edition, and all subsequent amendments shall apply. 1 1 I 1 1 1 1 SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all new, and conform to the requirements for class, kind, size and materials as specified below. All materials permanently incorporated in the work shall be made in America in accordance with Minnesota State Statute 1613.101 PREFERENCE FOR AMERICAN -MADE MATERIALS. The contractor shall submit in writing a list of materials showing the manufacturer designation of all materials. This list must be approved by the engineer. 2.02 DUCTILE IRON FITTINGS Ductile iron fittings shall have mechanical joints and shall be Class 350 for sizes up to and including twelve inches (12") in diameter and shall conform to A.W.W.A. Specification C153, covering compact fittings. Ductile iron fittings shall be paid per ductile iron body weights. Mechanical joints shall conform to A.W.W.A. Specification C111, latest revision, with gaskets. Gaskets shall be made from vulcanized crude rubber compound. All surfaces shall be smooth, free from imperfections and free from porosity. Conductivity straps shall be furnished and installed in accordance with Section 2.15. All fittings shall be tar coated on the outside and cement lined on the inside, and furnished with all NSS Cor -Blue nuts and bolts. Cement mortar lining shall be in accordance with A.W.W.A Specification C104, latest version. 2.03 DUCTILE IRON PIPE (DIP) Ductile iron pipe shall be designed for a minimum working pressure of 150 pounds per square inch and shall conform to the applicable dimensions and tolerances of A.W.W.A. Specification C151, latest revision, for ductile iron pipe. Fittings shall be ductile iron and shall meet the requirements as specified in Section 2.02. All ductile iron pipe shall be cement lined and the maximum deflection of the pipe shall not exceed 2% of the pipe diameter to prevent cracking of the lining. Weighing scales may be required, as specified in Section 2.02, to verify weight of pipe. Nominal thickness of wall for ductile iron pipe shall be as follows: Size Class Pipe Thickness Inches 6" Class 52 0.31 8" Class 52 0.31 10" Class 52 0.35 12" Class 52 0.37 0 ' Watermain Size Maximum Coro Size Without Saddle 6" 3/4" 8" 1'/P 10" 1Y2" 12" 2" 14" and larger 2" All ductile iron pipe shall be marked "DUCTILE IRON" in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. 2.03a Plastic Film Wrap. An approved plastic film wrap for protection of ductile iron pipe shall be provided at all locations. The wrap shall be the "tube" type having 8 -mil thickness. A two (2) inch ' wide polyethylene adhesive tape shall be used to secure the tube of film to the pipe. The unit bid price per lineal foot shall include the cost of furnishing and installing the plastic wrap and shall be compensation in full regardless of the size of the pipe to be protected. 2.04 POLYVINYL. CHLORIDE PIPE (PVC). Polyvinyl chloride pressure pipe (PVC) for watermain shall conform to A.W.W.A. C900 for pipe sizes 4" to 8". All pipe shall have a minimum dimension ratio (DR) of 18 corresponding to a working pressure of 150 PSI for PVC type 1120 pipe. Laying lengths shall be 20 feet (+1') for all ' sizes. PVC pipe larger than 8" diameter will not be allowed. Joints. The bell shall consist of an integral wall section with a factory -installed, solid cross-section ' elastometric ring which meets the requirements of ASTM F-477. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900 for sizes 4" to 8". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in ' accordance with A.W.W.A. C900. Fittings. Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and ' shall conform to the requirements of A.W.W.A. CHH (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron fitting shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under J 14" Class 51 0.36 16" Class 51 0.37 18" Class 51 0.38 20" Class 51 0.39 ' 24" Class 51 0.41 30" Class 51 0.43 36" Class 51 0.48 42" Class 51 0.53 Pipe walls shall be of a thickness to support 2% full threads for the size of service necessary of Standard Corporation stop threads as specified by A.W.W.A. C800. A service saddle shall be used when the corporation stop exceeds the size listed in the following for each diameter of watermain. ' Watermain Size Maximum Coro Size Without Saddle 6" 3/4" 8" 1'/P 10" 1Y2" 12" 2" 14" and larger 2" All ductile iron pipe shall be marked "DUCTILE IRON" in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. 2.03a Plastic Film Wrap. An approved plastic film wrap for protection of ductile iron pipe shall be provided at all locations. The wrap shall be the "tube" type having 8 -mil thickness. A two (2) inch ' wide polyethylene adhesive tape shall be used to secure the tube of film to the pipe. The unit bid price per lineal foot shall include the cost of furnishing and installing the plastic wrap and shall be compensation in full regardless of the size of the pipe to be protected. 2.04 POLYVINYL. CHLORIDE PIPE (PVC). Polyvinyl chloride pressure pipe (PVC) for watermain shall conform to A.W.W.A. C900 for pipe sizes 4" to 8". All pipe shall have a minimum dimension ratio (DR) of 18 corresponding to a working pressure of 150 PSI for PVC type 1120 pipe. Laying lengths shall be 20 feet (+1') for all ' sizes. PVC pipe larger than 8" diameter will not be allowed. Joints. The bell shall consist of an integral wall section with a factory -installed, solid cross-section ' elastometric ring which meets the requirements of ASTM F-477. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900 for sizes 4" to 8". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in ' accordance with A.W.W.A. C900. Fittings. Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and ' shall conform to the requirements of A.W.W.A. CHH (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron fitting shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under J the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping down. All buried nuts and bolts shall be solid stainless steel and spray -coated with a bituminous coal tar supplied by the manufacturer. Trace Wire. Trace wire shall be laid with all PVC watermain and shall be #12 copper -insulated and rated for underground service. The trace wire shall be connected to all fire hydrants by wrapping three times around the hydrant barrels just below the break off flange and continue back down to the main line. Splicing trace wire shall be accomplished by twisting the two ends and heat shrink wrapping the splice. Splicing shall not be more frequent than one splice per 250 feet; wire nut splices are not allowed. Trace wire to be laid below all pipe, fittings and hydrants, and welded to DIP at transitions to PVC watermain. Service Saddles. All services shall be installed as per Section 2.13 with double strap. Pipe Bedding Material. Pipe bedding material shall be in accordance with Section 7.02 of the Sanitary Sewer Specifications and shall be installed as per Standard Plate No. 2203 of these specifications. Pipe bedding material shall be considered incidental to the pipe installation. 2.05 RESILIENT WEDGE GATE VALVES (4" TO 18" IN DIAMETER) Gate valves shall be resilient wedge type, manufactured to meet all applicable requirements of A.W.W.A. Standard for Resilient Sealed Gate Valves C515-80. Valves shall have non -rising stems, opening in a counterclockwise direction. Valves shall be furnished with all exterior solid stainless steel nuts and bolts and spray -coated with a bituminous coal tar supplied by the manufacturer. Cast iron wedge shall have sealing surfaces of the wedge permanently bonded with resilient material to meet ASTM tests for rubber to metal bond STM 429-73. Valves shall have full epoxy coating on the inside, such as Mueller Series 2360 with full epoxy coating on the exterior of valve, or approved equal. Payment shall be at the bid unit price stated on the proposal and shall include all miscellaneous items associated with the work. Valves shall be provided with a two-inch (2") square operating nut and shall open in a counterclockwise direction. 2.06 BUTTERFLY VALVES Butterfly valves shall be located as shown on the plans positioned as shown on the standard plates and be constructed for buried service. Bodies shall be of cast iron with mechanical joint to fit ductile iron pipe and be furnished with all solid stainless steel nuts and bolts. Valve bearings shall be of nylon or permanently lubricated bronze. The rubber seat shall be permanently bonded to the body. The shaft shall be 304 stainless steel with a disc Ni -resist Type 1 with polished edge. The operator shall be constructed and sealed for buried or submerged service. This unit shall be equipped with an A.W.W.A. two-inch (2") square operating nut, and open in a counterclockwise direction. The valve and operator assembly and all components shall be equal or exceed all recognized standards and shall be Henry Pratt "Groundhog", Dresser 450, Kennedy or American, or approved equal. Minimum requirements for butterfly valves shall conform to A.W.W.A. C504, latest revision. 5 Valves shall be furnished with all exterior stainless steel nuts and bolts and spray -coated with a bituminous coal tar supplied by the manufacturer. 2.07 VALVE BOXES Valve boxes shall be cast iron of the three piece type suitable for a depth of 7 %: feet of cover over the top of the pipe or to a depth as shown on the plans. For valves buried to a depth greater than 8 feet from the top of operating nut to the top of the finished grade, the valve box shall be equipped with a riser rod in a length when connected to the operating nut is 6" below the top of the finished grade. Boxes shall be 5'/4" diameter, bases may be round or oval and length adjustment shall be screw type. Valve boxes shall be Tyler 6860 G, Mueller H10361 or Bibby -Ste. -Croix or approved equal as shown on City Standard Plate No. 1006. Drop covers on valve boxes shall bear the word "water" on the top. 2.08 VALVE BOX ADAPTERS Valve box adapters shall be installed on all gate valves and butterfly valves as manufactured by Adapter, Inc. or approved equal. Payment for said adapters shall be considered incidental to the price of gate valves or butterfly valves. 2.09 HYDRANTS Fire hydrants purchased or installed shall meet or exceed all applicable requirements and tests of ANSI and the latest revisions of AWWA Standard C502. Fire hydrants shall meet all test requirements and be listed by Underwriters Laboratories Inc. Fire hydrants shall meet all test requirements and have full approval of Factory Mutual. Fire hydrants shall meet the following requirements. Fire hydrants shall be rated for a working pressure of 250 Psig. (1825 kPa). Fire hydrants shall be of the compression type, opening against the pressure and closing with the pressure. ' Fire hydrants shall have a minimum 5'/4" main valve opening and a minimum inside lower/upper barrel diameter (I.D.) of 7" to assure maximum flow performance. Pressure loss at 1,000 GPM shall not exceed the following value. 4%2" Pumper Nozzle: 2.50 psi ' Fire hydrants shall be three-way in design, having one 4%" pumper nozzle and two 2%2" hose nozzle(s). Nozzle thread type shall be national standard fire coupling screw threads. Nozzles shall thread counterclockwise into hydrant barrel utilizing "o" ring seals. A suitable nozzle lock shall be ' in place to prevent inadvertent nozzle removal. J The bonnet assembly shall provide an oil reservoir and lubrication system that automatically circulates lubricant to all stem threads and bearing surfaces each time the hydrant is operated. This lubrication system shall be sealed from the waterway and any external contaminants by use of "o" ring seals. An anti -friction washer shall be in place above the thrust collar to further minimize operating torque. The oil reservoir shall be factory filled with a low viscosity, FDA approved non-toxic oil lubricant that will remain fluid through a temperature range of -60° F to +150° F. The operating nut shall be a one-piece design, manufactured of ASTM B-584 bronze. It shall be national standard pentagon in shape and the nut dimensions shall be measuring 1'/i' from point to flat. The operating nut shall be affixed to the bonnet by means of an ASTM B-584 bronze hold down nut. The hold down nut shall be threaded into the bonnet in such a manner as to prevent accidental disengagement during the opening cycle of the hydrant. The use of Allen head set screws as a means of retention is unacceptable. A resilient weather seal shall be incorporated into the hold down nut for the purpose of protecting the operating mechanism from the elements. The direction of the opening shall be counter -clockwise and an arrow shall be cast on the bonnet flange to indicate the specified opening direction. The hydrant bonnet shall be attached to the upper barrel by not less than eight bolts and nuts and sealed by an "o" ring. Hydrants shall be a "traffic -model" having upper and lower barrels joined at the ground line by a separate and breakable "swivel" flange providing 360° rotation of upper barrel for proper nozzle facing. This flange shall employ not less than eight bolts. The safety flange segments shall be located under the upper barrel flange to prevent the segments from falling into the lower barrel when the hydrant is struck. The pressure seal between the barrels shall provide not less than 18" of clearance from the centerline of the lowest nozzle to the ground. The operating stem shall consist of two pieces not less than 11/4" diameter (excluding threaded or machined areas) and shall be connected by a stainless steel safety coupling. The safety coupling shall have an integral internal stop to prevent the coupling from sliding down into the lower barrel when the hydrant is struck. Screws, pins, bolts, or fasteners used in conjunction with the stem couplings shall also be stainless steel. The top of the lower stem shall be recessed 2" below the face of the safety flange to prevent water hammer in the event of a "drive over" where a vehicle tire might accidentally depress the main valve. The lower barrel shall be an integrally cast unit. The use of threaded on or mechanically attached flanges is deemed unacceptable. The hydrant bury depth shall be 7A' of cover over the hydrant service and clearly marked on the hydrant lower barrel for 8.0' bury unless otherwise specified. All buried bolts and nuts shall be high-strength, ductile iron T -bolts and hex nuts with composition, dimensions, and threading in accordance with the latest revision of ANSIIAWWA Standard C111/A21.11. The T -bolts and hex nuts shall be NSS Cor -Blue or an approved equal. Composition of the main valve shall be a molded rubber having a durometer hardness of 95 +/- 5 ' and shall be reversible in design to provide a spare in place. Plastic (polyurethane) main valves are unacceptable. The main valve shall have a cross section not less than 1". ' Hydrants shall be equipped with two (2) drain valves that drain the barrel when the hydrant is closed and seal shut when the hydrant is opened. These drain valves shall be an integral part of the one piece bronze upper valve plate. They shall operate without the use of springs, toggles, ' tubes, levers or other intricate synchronizing mechanisms. The upper valve place, seat ring and drain ring (she bushing) must be ASTM B-584 bronze and ' work in conjunction to form an all bronze drain way. A minimum of two (2) internal and two (2) external drain openings are required. Drains ported through an iron shoe must be bronze lined. ' The bronze seat ring shall thread into a bronze drain ring (or shoe bushing) providing a bronze - to -bronze connection. Seat rings shall be "o" ring pressure sealed. ' The shoe inlet size and connection type shall be MJ having ample blocking pads for sturdy setting and the MJ connection must have two strapping lugs to secure the hydrant to piping. A minimum of six solid stainless steel bolts and nuts are required to fasten the shoe to the lower barrel. The interior of the shoe including the lower valve plate and stem cap nut shall have a protection ' coating that meets the requirements of AW WA C-550. If a stem cap nut is utilized, a stainless steel lock washer or similar non -corrosive device that will prevent the cap nut from backing off during normal use must lock it in place. 1 Hydrants shall be warranted by the manufacturer against defects in materials or workmanship for a period of ten years (10) from the date of manufacture. The manufacturing facility for the ' hydrant must have current ISO certification. Hydrants shall be Waterous WB -67 or Mueller Super Centurion 250 or approved equal. All hydrants shall be given one additional coat of paint after installation. All abraded surfaces shall be cleaned prior to application of the final field coat. The field coat of paint shall be per the manufacturer's specifications. All painted surfaces shall be warranted for a period of two years from the time the City accepts the ' public utility improvements. In the event the hydrant paint is not in satisfactory condition at the end of the warranty period, the entire hydrant shall be prepared (scraping, sanding) and repainted in accordance with these specifications. ' Any hydrant that is extended 6" or more shall be supplied with an extra -heavy operating rod from the base to top of hydrant. All hydrant installations shall include a location marker as shown on Detail Plate No. 1004. Immediately after installing or relocating a fire hydrant, it must be securely covered by the contractor with a plastic bag to indicate it is "out of service". The plastic bag may only be removed for testing purposes by a city representative. Upon approval of all testing (hydro, bacteria, flush and conductivity) and city acceptance, the Chanhassen Utility Department will open the gate valve, remove the plastic bag and flush the hydrant. "PLEASE NOTE: The Utility Department requires a 48-hour advance notice to schedule turning on or off water lines. 2.10 CORPORATION COCKS D.I.P. All corporation cocks shall conform to A.W.W.A. Standards with A.W.W.A. threaded inlet and A.W.W.A. copper service pipe outlet. Minimum size corporation cocks shall be 1" x 1" and shall be installed with saddles on all 6" and smaller D.I.P. watermains (3/4" x 1 " corporations are not allowed). Corporation cocks shall be Mueller #H15000, Ford F 600 or approved equal. 2.11 CURB STOP AND BOX Curb stop shall be Minneapolis pattern for copper service pipe inlet and outlet, with an inverted key, and shall be Mueller Company Mark II Oriseal #H-15154, Ford B22 -333M, B22 -444M or approved equal. The stop box shall be an extension type with stationary rod Minneapolis, pattern base and a 1-1/4" upper section. Boxes shall have a 12" adjustment with a 8 -foot length when fully extended. Stop boxes shall be Mueller Company #H-10300 Series, Ford EM2-80-56-75R or approved equal. Curb stops shall be tied to definable landmarks such as manholes, catch basins, gate valves, hydrants and building corners. Swing ties shall be no longer than 100 feet in length between tie points. Property corners, trees, power poles, light poles, telephone or utility boxes are not acceptable ties. This record shall be turned over the engineer for his/her records at time intervals specified by the engineer. The lid shall be Mueller #89375 or equal. E I 1 1 1 I 2.12 COPPER TUBING Copper tubing shall comply with the following and shall be manufactured in the United States of America: Federal Specification ASTM Specification AWWA Specification WW -T-799 Type K B-88-62 Type K C-800-55 Type K One -inch (I") seamless copper service lines shall be of minimum size for all water service, except where specified by City of Chanhassen in high-pressure water areas or where there are other unusual circumstances. 2.13 SERVICE SADDLES All service connections to PVC pipe shall be stainless steel, double strap and bolt (minimum) service saddles and spray -coated with bituminous coal tar. Service saddles shall have stainless steel washers between the nut and the plastic washer to equalize tightening stress. Rubber tapered gaskets shall be required to resist circumferential and longitudinal forces along with 0 -ring or flat gaskets for hydraulic seal. Saddle bolts shall be tightened to the manufacturer's recommended tightness as verified with a torque wrench. Bolt tightness shall be rechecked after the pipe tap is complete. All services shall be pressure tested with the main line and shall be Romac Style 304, Ford style FS 303, Cascade CSC -2, Smith Blair 371-372 or approved equal. For use on Ductile Iron Pipe, service saddles shall be provided for all services larger than those ' specified in Article 2.03 and shall be Ford iron service saddles, style F202, zinc plated double straps, rubber gaskets and standard thread pattern as per A.W.W.A. C800 or approved equal. 2.14 RETAINER GLANDS All retainer glands shall be ductile iron with set screws being solid stainless steel and spray -coated with a bituminous coal tar supplied by the manufacturer, similar to American Double -X mechanical joint retainer glands or approved equal and shall be capable of withstanding torque of not less 80 -foot pounds. 1 2.15 MECHANICAL JOINT RESTRAINTS ' Mechanical joint restraints shall be manufactured of ductile iron conforming to ASTM A 536-80 with ductile iron restraining devices heat treated to a minimum hardness of 370 GHN. ' Thrust Restraint Criteria: A) Megalug, or approved equal, joint restraining glands are required at pipe joints. ' B) For restrained joints, the number of feet (m) of tied pipe required shall be in accordance with the table shown on Detail Plate No. 1011. 10 C) For special cases not covered by the standard plate design of thrust restraint, the construction shall be in accordance with Thrust Restraint Design for Ductile Iron Pipe, Ductile Iron Pipe Research Association (1989). A working pressure of 250 psi (1725 kPa), shall be used for design calculation. The mechanical joint restraint shall have a working pressure of at least 250 psi and shall be MegaLug manufactured by EBAA IRON, INC. or approved equal. Restraints for C900 PVC shall be Ebba IRON Mega -Lug Series 2000 PV or approved equal. All mechanical joint restraints shall be spray -coated with a bituminous coal tar supplied by the manufacturer. 2.16 ELECTRICAL CONDUCTIVITY MATERIALS All joints on ductile iron pipe and fittings shall be connected with an electrical conducting copper strap, clips or cable designed and tested to withstand 400 amps. 2.17 AIR RELIEF MANHOLES Air relief manholes shall be constructed using pre -cast sections conforming to ASTM Specification C478 according to the standard plate. The standard manhole casting shall be NEENAH R -1740B with self-sealing lid or approved equal as shown on the standard plate and shall have two concealed pick holes. The minimum allowable weight shall be 380 pounds. Lettering on the manhole castings shall be as shown on the standard plate. All castings shall conform to the requirements and dimensions shown on the drawings. All covers must fit closely in the rings in any and all positions and, when placed in the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure applied on any point of the cover. 2.18 AIR RELIEF VALVES Air relief valves shall be Crispex Universal air valves manufactured by Multiplex Manufacturing Company or approved equal. The valve shall be furnished with a V inlet, a 1" shut-off valve (ball valve), a backflow check valve and all other accessories needed as per Standard Detail Plate No. 1006. An operating instructions and maintenance manual shall be included with the valve. 2.19 CONCRETE Concrete to be used shall be composed of a mixture of fine and coarse aggregate and a Portland Hydraulic Cement conforming to the ASTM Specification designation C-150, Type 1, with the proper water -cement ratio to obtain a compressive strength not less than 3,000 pounds per square 11 I 1 [1 1 I I,' 1 I I I 11 I inch in 28 days. The fine aggregate for concrete shall be composed of a clean washed sand of hard, sharp, durable particles. Coarse aggregate for concrete shall be composed of a gravel uniformly graded three -fourth inch (3/4") maximum size to 94 sieve. Coarse aggregate shall be composed of hard durable particles free of shale, chert, flat or elongated pieces. Fine and coarse aggregate shall conform to the A.S.T.M. Specification for Concrete Aggregates, Designation C-33. Mixing water shall be suitable for drinking purposes, containing no acids, alkalis, oils or other deleterious materials. Concrete shall be mixed in a mechanically operated mixer so controlled that the drum shall operate a minute and one-half after all materials including water are in the drum. Concrete mixtures shall conform to MnDOT Specification 2461. The slump shall not exceed four inches (4") plus or minus one inch (I"). 2.20 SOIL MATERIALS 2.20a Normal "Fill Material"" Is defined under the backfilling Section No. 9.05 2.20b Crushed Rock The material shall consist of durable crushed quarry rock of which 100% passes a 2" sieve and of which 95% is retained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants, and other organic matter, or any other materials considered objectionable by the engineer. 2.21 INSULATION Pipe wrapped insulation shall be three (3) inches of DOW Styrofoam FB brand plastic foam, or approved equal, wrapped around the entire pipe, pipe joints and bends for those areas designated on the plans. The insulation shall be installed with bands as per the manufacturer's specification. Sheet insulation shall be two-inch thick, four -feet wide Thermco Blue Dot Styrene, or approved equal, foam waterproof insulation. Sheets shall be centered on the pipe and installed above or below the pipe in accordance with typical Detail Plate No. 2204. 12 I SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS 3.01 SHOP INSPECTIONS AND TESTING ! All materials furnished by the contractor are subject at the discretion of the engineer, to inspection 1 and/or testing by accepted methods at the plant of the manufacturer. This inspection and/or testing is to be made at the cost of the owner. The material supplier shall provide the city with copies of test results on materials that are furnished to the contractor. ! 3.02 FIELD INSPECTION AND TESTING All materials furnished by or for the contractor for incorporation into the work under contract shall. ! at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the engineer. ! 3.03 DISPOSITION OF DEFECTIVE MATERIAL All material found during the process of inspecting and testing to be defective, or defective material 1 encountered at any time during the progress of the work, will be rejected by the engineer and the contractor shall promptly remove from the site all such material. 1 3.04 CONCRETE TEST CYLINDERS On all types of concrete construction, up to four (4) test cylinders may be taken from each section of the structure cast in one operation. The project engineer or authorized representative shall, within four (4) days of their origin, deliver all cylinders to an approved testing laboratory. The actual cost ! of testing shall be paid by the owner. 1 L Iii 1 1 1 [l 13 1 I I SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 1 4.01 MATERIAL FURNISHED BY CONTRACTOR 1 The contractor shall be responsible for all material furnished by him, and she shall replace at his/her own expense all such material that is found to be defective in manufacture or that has become damaged in handling after delivery by the manufacturer. This shall include the furnishing of all 1 material and labor required for the replacement of installed material discovered defective prior to the final acceptance of the work, or during the warranty period of the work. 1 4.02 MATERIAL FURNISHED BY THE OWNER The contractor's responsibility for material furnished by the owner shall begin at the point of 1 delivery by the manufacturer, or owner, and upon acceptance of the material by the contractor. The contractor shall examine all material furnished by the owner at the time and place of delivery and shall reject all defective material. The point of delivery shall be stated in the "Special Provisions". 1 4.03 REPLACEMENT OF DAMAGED MATERIAL 1 Any material furnished by the owner that becomes damaged after acceptance by the contractor shall be replaced by the contractor at his/her own expense. 1 4.04 RESPONSIBILITY FOR SAFE STORAGE The contractor shall be responsible for the safe storage of material furnished by or to him, and 1 accepted by him, and intended for the work, until it has been incorporated in the completed project. The interior of all pipe, fittings, and other accessories shall be kept flee from dirt and foreign matter at all times. Valves and hydrants shall be drained and stored in a manner that will protect them from 1 damage and freezing. 1 I 1 I 1 1 14 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise directed in the special provisions, be unloaded at the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall at all times be handled with care to avoid damage. In distributing the material at the site, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. Pipe shall be so handled such that the coating and lining will not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made by the contractor at his/her expense in a manner satisfactory to the engineer. 5.02 PIPE ALIGNMENT AND GRADES All pipe shall be laid and maintained to the required lines and grades; with hydrants, valves and fittings at the required locations; and with joints centered and drawn "home"; and with all valve and hydrant stems plumb. The owner will famish line and grade stakes necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer may order replaced any stakes she deems necessary for the proper protection of the work. Any replacements shall be at the contractors expense. All pipes shall be laid to the depth shown on the contract drawings. The contractor shall satisfactorily maintain the specified cover. If additional bends are required where not shown on the drawings to maintain alignment around curves, the contractor shall provide the required number and be compensated at the unit price as proposed on the bid form. The following is the maximum allowable joint deflection for the cast iron pipe. A.W.W.A. C-600 TABLE 1 & 2 - SUMMARY *18' length 15 (20' Pipe Length - except as noted) Maximum Allowable Deflections (inches) Pipe Size Mechanical Joint Push -on Joint 4 31"* 21" 6 27"* 21" 8 20" 21" 12 22" 21" 16 15" 12" 18 12" 12" 20 12" 12" 24 10" 12" 30 10" 8" 36 9" 8" 42 8" 8" 48 8" 8" *18' length 15 I 5.03 DEVIATION WITH ENGINEER'S CONSENT 1 No deviation shall be made from the required line or grade except with the written consent of the engineer. 1 5.04 DEVIATIONS OCCASIONED BY OTHER UTILITY STRUCTURES 1 Wherever existing utility structures or branch connections leading to main sewers or to main drains or other conduits, ducts, pipe or structures present obstructions to the grade and alignment of the pipe, they shall be permanently supported, removed, relocated or reconstructed by the contractor 1 through cooperation with the owner of the utility, structure or obstruction involved. In those instances where their relocation or reconstruction is impracticable, a deviation from the grade will be ordered and the change shall be made in the manner directed with extra compensation allowed 1 therefore at unit prices, if applicable. I I 1 1 1 1 [1 1 1 1 1 1 16 SECTION 6.00 — DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 6.01 GENERAL This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing materials, anchors, blocking, encasement, and other necessary appurtences. All materials and equipment used in the drilling systems shall be of high quality and generally accepted in the industry. The services furnished by the contractor shall be performed in accordance with standard HDD industry practice and these documents and shall include all labor, equipment, and consumables necessary to accomplish the following tasks: a. Clearing, grading, and general site/access preparation necessary for construction operations. b. Transportation of all equipment, labor, materials, and consumables to and from the , jobsite. c. Erection of horizontal drilling equipment at the rig site indicated on the drawings. d. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull section. e. Reaming the pilot hole along the path indicated on the drawings. f. Prefabrication of the pull section including thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. g. Installation of the prefabricated pull section in the reamed hole. h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. i. Pre -installation and post -installation hydrostatic testing of each individual HDPE pipe in accordance with the applicable specification. j. Clean-up and restoration of all work areas. 6.02 GOVERNING STANDARD Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the applicable requirements of ANSI/AWWA C906. The supplementary information required in the foreword of the governing standard is as follows Affidavit of Compliance (Sec. 6.3) 17 Required ' Plant Inspection (Sec. 5.9) Not Required Special Markings (Sec. 6.1.4) Not Required Special Preparation for Shipment (Sec. 6.2) Not Required Special Quality Assurance Testing (Sec. 5) Required 6.03 SUBMITTALS ' All procedures or material descriptions requiring the engineer's approval shall be submitted not less than 3 weeks prior to commencing any horizontal directional drilling activities. Submittals shall include but are not limited to the following: a. Composition of drilling fluid. b. Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). c. Buoyancy control plan (if applicable). ' d. Drilling fluid disposal plan. e. Working drawings showing the pipeline grade proposed by the contractor based on his ' design of the directional drilling installation. The contractor shall submit final design drawings of the directionally drilled HDPE system ' which shall include all details, dimensions, quantities, and cross sections necessary to construct the pipeline. The plans and elevations shall be developed in accordance with the lines and grades indicated on the drawings. The drawings and data shall be prepared and signed by a ' professional engineer licensed in the State of Minnesota. Drawings shall include, but shall not be limited to the following: a. Details of joints. ' b. Gasket material. c. Pipe length. ' d. Certified calculations indicating the required DR, estimated force, allowable force, and safety factor for each of the pipe diameters in order to stay within the allowable tensile ' stress limits when pulling each pipe into a reamed hole. 1 18 1 e. Certified calculations using the required DR's determined in the tensile analysis showing the actual hydraulic pressure, allowable hydraulic pressure, and safety factor for each of 1 the pipe diameters based on a short term ring collapse analysis. f. Pipe depth. 1 g. Pipe pressure class. h. Affidavit of Compliance (ANSI/AW WA C906, Sec. 1.5). 1 i. Special Quality Assurance Testing (ANSI/AWWA C906, Sec. 4). 1 6.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. 1 a. Contact the utility location/notification service and all other utilities not covered by this service for the construction area. b. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horizontally located within 10 feet of the designed drilled path. c. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. The contractor shall be responsible for locating any and all underground facilities regardless of the engineer's previous efforts in this regard. The contractor shall be responsible for all losses and repairs to underground facilities resulting from drilling operations. 6.05 PERMITS AND APPROVALS The Contractor shall obtain all other necessary permits and approvals. All work performed shall comply with the requirements of the permits obtained. 6.06 QUALITY ASSURANCE Qualifications - The pipe manufacturer shall provide the services of an experienced, competent, and authorized representative to visit the site of the work to advise and consult with the contractor during joining and installation of the pipe. The manufacturer's representative shall not directly supervise the contractor's personnel, and the contractor shall remain responsible for the pipeline work. Storalze and Handling - Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct sunlight. 19 I 1 ' 6.07 DESIGN The contractor shall retain a professional engineer registered in Minnesota with experience in design and construction of at least five (5) directional drilling installations of material similar to the proposed project. The design engineer shall sign and seal the construction drawings and design calculations. The design engineer shall be licensed to practice in the State of Minnesota ' and shall maintain professional liability insurance. The contractor shall design the entire directional drill installation including the final grade of the ' pipeline. The HDPE pipe class shall be determined to suit the contractor's means and methods and loadings anticipated during and following installation. Design Criteria - Analysis shall include the following failure scenarios: a. Tensile yield resulting from the pulling force applied to the pipe as it is pulled into a ' reamed hole. b. Collapse of the pipe due to external hydrostatic pressure exerted by the drilling fluid ' column which surrounds the pipe. c. Horizontally Directionally Drilled Pullback operations corresponding to a 12 hour "safe ' stress" at 5 percent of strain design limit. d. Minimum safety factor of 1.5 to determine DR the allowable tensile stress limits analysis. e. Minimum safety factor of 2.0 for DR selection using short term ring collapse analysis. ' 6.08 MATERIALS Pipe/Pittings - Chevron "Plexco" or Phillips "Driscopipe", ANSI/AWWA C906; material t designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron Pipe Size) OD, DR 11.0. ' Joints - Thermal butt fusion joints, ASTM D3261. Couplings - Electrofusion Couplers. Connections with DIP - Connections shall be made using fittings suitable for such purposes. Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and ' metal backup ring. The adjoining ductile iron fitting shall be of an equivalent internal diameter as the polyethylene piping. Tracer Wire - Tracer wire shall be laid with all HDPE watermain and shall be Copperhead HDD ' or engineer approved equal. Coordinate installation, testing, and above ground termination of tracer wire with the City. 1 20 6.09 ACCESS The contractor shall work within the designated Right of Way. Access to the work site shall be acceptable to all governing agencies. 6.10 INSTALLATION Lavine Pive - Pipe shall not be laid in water or under unsuitable weather or trench conditions, and shall be protected against entry of foreign matter. During cold weather, particular care shall be taken in handling and laying pipe to prevent damage by impact. Whenever pipe laying is stopped, the open end of the line shall be closed with a tight -fitting end board to keep out sand and earth. The end board shall have several perforations near its center to permit water into the pipe, thus preventing flotation in the event that the trench is flooded. Standing water in the trench shall be removed before the end board is removed. Pipe shall be protected from exposure to sunlight, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. Cleaning - The interior of all pipe and fittings shall be thoroughly cleaned before installation and shall be kept clean until work has been accepted. Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: a. Alignment - Plus or minus 5 feet. b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The contractor shall determine the entry side of the pilot hole drilling depending on the pipe grade, availability of right-of-way, room to string the pipeline, and other factors. c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact location shown on the drawings. In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-of-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. Cutting Pipe - Cutting shall comply with the pipe manufacturer's recommendations. Cuts shall be smooth, straight, and at a right angle to the pipe axis. After cutting, the end of the pipe shall 21 I be dressed to remove all roughness and sharp comers and shall be beveled in accordance with ' the manufacturer's instructions. Jointing - Jointing shall conform to the instructions and recommendations of the pipe manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by the thermal butt fusion method in accordance with the pipe manufacturer's recommendations for the specified service. The butt fusion equipment used in the joining procedures should be ' capable of meeting all conditions recommended by the pipe manufacturer, including, but shall not be limited to, temperature requirements of 400°F, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100 percent efficient offering a joint weld strength equal to ' or greater than the tensile strength of the pipe. Socket fusion and extrusion welding or hot gas welding will not be acceptable. All joining procedures shall be acceptable to the engineer. Inspection - Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special attention to pipe ends. All defective pipe and fittings shall be removed from the site of the work. 1 Connections with Other Piping - Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection with other piping shall be made at a time and ' under conditions which will least interfere with service to customers, and as authorized by the City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting of pipe shall be made. Facilities shall be provided for proper dewatering and for disposal of all ' water removed from the dewatered lines and excavations without damage to adjacent property. Special care shall be taken to prevent contamination of potable water lines when dewatering, t cutting into, and making connections with other pipe. No trench water, mud, or other contaminating substances shall be permitted to get into the lines. The interior of all pipe, fittings, and valves installed in such connections shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors, joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal pressure. Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be ' as indicated on the drawings or as directed by the engineer. Reaction blocking, anchorages, or other supports for fittings installed in fill or other unstable ' ground shall be provided as indicated on the drawings or as directed by the engineer. 1 22 I IJ Protective Coating - All steel clamps, rods, bolts, and other metal components of tapping saddles or reaction anchorages subject to submergence, or in contact with earth or other fill material, and ' not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard before the second coat is applied. 6.11 REAMING AND PULL BACK Pre -reaming - Pre -reaming operations shall be conducted at the discretion of the contractor. The ' contractor shall insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pipe resulting from inadequate pre -reaming shall be the responsibility of the contractor. All provisions of this specification relating to simultaneous reaming and pulling back ' operations shall also pertain to pre -reaming operations. Pulling Loads - The maximum allowable tensile load imposed on the pipe section shall be equal ' to 50 percent (50%) of the product of the HDPE pipe's specified tensile yield strength and the area of the pipe section. Torsional Stress - A swivel shall be used to connect the pull section to the reaming assembly to minimize torsional stress imposed on the section. Pull Section Support - The pull section shall be supported as it proceeds during pull back so that ' it moves freely and the pipe is not damaged. External Collapse Pressure - The pull section shall be installed in the reamed hole in such a t manner that external pressures are minimized and an appropriate counter -balancing internal pressure is maintained. Any damage to the pipe resulting from external pressure during installation shall be the responsibility of the contractor. Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor. ' Any buoyancy modification procedure proposed for use shall be submitted to the engineer for approval. No procedure shall be used which has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from ' buoyancy modification. 1 23 1 I I 1 6.12 DRILLING FLUIDS Composition - The composition of all drilling fluids proposed for use shall be submitted to the engineer for review and approval. No fluid will be approved or utilized that does not comply with permit requirements or environmental regulations. Water - The contractor is responsible for obtaining, transporting, and storing any water required for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine acceptable water locations. Recirculation - The contractor shall maximize recirculation of drilling fluid surface returns. The contractor shall provide solids control and fluid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. A ' description of solids control and cleaning equipment proposed for use shall be submitted to the engineer. I 1 1 1 1 1 11 1 Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be conducted in compliance with all environmental regulations, right-of-way and workspace agreements, and permit requirements. Drilling fluid disposal procedures proposed for use shall be submitted to the engineer. Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed or permitted. Inadvertent Returns - The contractor shall employ his best efforts to maintain full annular circulation of drilling fluids. Drilling fluid returns at locations other than the entry and exit points shall be minimized. In the event that annular circulation is lost, the contractor shall take steps to restore circulation. If inadvertent surface returns of drilling fluids occur, they shall be immediately contained with hand placed barriers (i.e. hay bales, sand bags, silt fences, etc.) and collected using pumps and other suitable equipment. If the amount of the surface return exceeds that which can be contained with hand placed barriers, small collection sumps, drilling operations shall be suspended until surface return volumes can be brought under control. 6.13 FIELD QUALITY CONTROL Instrumentation - The contractor shall at all times provide and maintain instrumentation which will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure the drilling fluid discharge rate and pressure. The engineer will have access to these instruments and their readings at all times. A log of all recorded readings shall be maintained and will become part of the "As Constructed" information to be supplied by the contractor. Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications. 24 I Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. These tests are described in Section 10.00 of the Watermain Specifications. ' Additional testing may be required at the discretion of the engineer. All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the ' correction period specified in the General Conditions shall be repaired by and at the expense of the contractor. 1 I 1 1 1 1 �, 1 I 1 LJI 1 1 SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL The trench shall be so dug that the pipe can be laid to the alignment and depth required and shall be excavated only so far in advance of pipe laying as the engineer shall specify. The trench shall be so braced and drained that the workmen may work therein safely and efficiently. All trenches shall be sheeted and braced as per Chapter 66: Trench bracing of the Minnesota Regulations Relating to Industrial Safety to a safe angle of repose. Such angle of repose shall be no less than the repose required by the Accident Prevention Division of the Minnesota State Industrial Commission or the requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive. It is essential that the discharge of any required trench dewatering pumps be conducted to natural public drainage channels, drains or storm sewers. All trenches shall be excavated so that the pipe may be laid accurately to grade with a minimum of 7'/z feet of earth cover over the top of the watermains, unless otherwise noted on the drawings. All utility installations under existing "collector" roads or newly constructed (less than 5 years old) residential streets must be jacked or directional bored as appropriate. No open trenching will he allowed. ' 7.02 TRENCH WIDTH AND DESCRIPTION The trench width, at the top of the trench, may vary depending on the depth of the excavation and the nature of excavated material encountered. All trenches shall be constructed in strict accordance with requirements prescribed by the Occupational Safety and Health Act (OSHA). 1 The trench width at pipe grade shall be ample to permit the proper laying and jointing of the pipe and fittings and for proper backfilling and compaction. The maximum width of trench at the top of the pipe shall be not greater than the outside diameter of the pipe plus four feet. The trench shall have a bottom conforming to the grade to which the pipe is to be laid. The pipe shall be laid upon sound soil, cut true and even so that the barrel of the pipe will have a bearing for its full length. If the excavation is inadvertently made below the bottom conforming to grade, it shall be backfilled with well tamped pit run sand or fine gravel or other material as approved by the engineer at no additional expense to the owner. Bell holes shall be dug at the ends of each length of pipe to permit proper jointing. Excavations for manholes and other structures shall have one foot minimum clearance on all sides. The trench shall be kept free from water until the joints have been completed. 1 26 7.03 PIPE BEDDING When using ductile iron pipe and existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown on standard detail plate no. 2201. Otherwise, backfill as shown on standard detail plate no. 2202 may be used. When using PVC pressure pipe bedding and backfill shall be accomplished as per Section 7.02 of the sanitary sewer specifications and standard detail plate no. 2203. 7.04 PIPE FOUNDATION IN POOR SOIL When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with approved material and thoroughly compacted as shown on standard detail plate nos. 2203 and 2203A; or other approved means, such as piling, shall be adopted to assure a firm foundation for the pipe with extra compensation allowed the contractor as provided elsewhere in these specifications. The contractor shall furnish, drive, and place piling if ordered by the engineer. Piles shall be driven in exact position at locations determined by the engineer. The contractor at his/her own expense must replace piles not correctly positioned at the completion of driving. 7.05 PIPE CLEARANCE IN ROCK Large stones shall be removed to provide a clearance of at least twelve inches (12") below outside barrel of the pipe, valves, or fittings, and to a clear width of 12" on each side of all pipe and appurtenances for pipe 16" or less in diameter; for pipes larger than 16", a clearance of 18" below and clear width of 9" on each side of pipe shall be provided. Adequate clearance for properly jointing pipe laid in rock trenches shall be provided at bell holes. 7.06 BRACED AND SHEETED TRENCHES The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for otherwise, shall be considered as part of the excavation costs without additional compensation to the contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and repaired if necessary, and the earth around it compacted to a depth of one foot over the top of the pipe. Sheeting, bracing, etc. placed in the "pipe zone" (that part of the trench below a distance of one foot [I I above the top of the pipe) shall not be removed without the written permission or written order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid. Sheeting ordered left in place by the engineer in writing shall be paid for at the unit price bid. The contractor may also leave in place, at his/her own expense, to be embedded in the backfill of the trench any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose of preventing injury or damage to persons, corporations, or property whether public or private, for which the contractor under the terms of this contract is liable. 27 7.07 PILING OF EXCAVATED MATERIAL All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions made for street drainage. 7.08 BARRICADES, GUARDS AND SAFETY PROVISIONS To protect persons from injury and to avoid property damage, adequate barricades, construction signs, flashing lights, and guards as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. The rules and regulations of the local authorities respecting safety provisions shall be observed. 7.09 TRAFFIC AND UTILITY CONTROLS Excavations for pipe laying operations shall be conducted in a manner to cause the least interruption to traffic. Where traffic must cross open trenches, the contractor shall provide suitable bridges at street intersections and driveways. The contractor shall post, where directed by the engineer, suitable signs indicating that a street is closed and necessary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, or other utility controls shall be left unobstructed and accessible during the construction period. 7.10 PRIVATE PROPERTY PROTECTION Trees, fences, poles and all other private property shall be protected unless their removal is authorized; and any property damage shall be satisfactorily restored by the contractor, or adequate compensation therefore shall be the responsibility of the contractor. 7.11 TUNNELING, JACKING, BORING OR EXCAVATION OTHER THAN OPEN TRENCH Where pipe cannot be placed by open trench excavation, the method for placing and payment therefore shall be stated in the special provisions. 7.12 RAILROAD AND HIGHWAY CROSSINGS ' When any railroad is crossed, all precautionary construction measures required by the railroad shall be followed. See Special Provisions or Detail Drawings. The contractor shall be responsible for securing necessary crossing permits. 1 Before any construction is started, the successful bidder shall meet with the Minnesota Department of Transportation, County Highway Department, Railroad Maintenance Engineer, and the Consulting Engineers where applicable to determine the construction procedure to be followed, methods of rerouting traffic, placing of barricades, flares, signs, flagmen, etc., and methods of preventing damage to the highway or railroad. If required by the railroad or highway department, the 28 contractor shall deposit with them a certified check in an amount sufficient to cover the required repair work. ' 7.13 INTERRUPTION OF WATER SERVICE No interruption of water service will be allowed unless approved by the city engineer. The ' contractor will be required to provide temporary water service whenever possible. If an interruption in water service is approved, all consumers affected by the operation shall be notified by the ' contractor at least 48 hours before the operation and be advised of the probable time when service will be restored. All valves and hydrants that are required to be opened or closed shall be operated only by the Chanhassen Utility Department. The contractor shall notify the Chanhassen Utility ' Superintendent 48 hours in advance to request opening or closing of all gate valves and hydrants. I 1 1 1 29 1 I SECTION 8.00 - PIPE LAYING 8.01 INSTALLATION OF WATERMAIN AND APPURTENANCES ' Proper implements, tools and facilities satisfactory to the engineer shall be provided and used by the contractor for the safe and convenient prosecution of the work. ' Pipe and other materials shall be unloaded and distributed on the job in a manner approved by the engineer. In no case shall materials be thrown or dumped from the truck. All materials unloaded in an unsatisfactory manner shall be rejected and work shall be stopped until such materials have been examined by the inspector and approved. The contractor shall furnish the necessary assistance in such examination of materials. ' Watermain materials shall be carefully lowered into trench piece by piece by means of a derrick, ropes or other suitable tools or equipment, in such a manner as to prevent damage to materials and protective coatings and lining. Under no circumstances shall watermain materials be dumped into the trench. 8.02 LAYING OF PIPE AND FITTINGS Before lowering and while suspended, the pipe and fittings shall be inspected for defects to detect any cracks. Any defective, damaged or unsound material shall be rejected. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before it is lowered into its position in the trench, and shall be kept clean by approved means during and after laying. All openings along the line of the main shall be securely closed as directed, and in the suspension of work at any time, suitable stoppers shall be placed to prevent earth or other substances from entering the main. ' No pipe shall be laid in water or when the trench conditions are unsuitable for such work, except by written permission of the engineers. t8.03 JOINTING OF PIPE AND FITTINGS ' Ductile Iron - Jointing of mechanical joint pipe, push -on joint pipe, and fittings shall be done in accordance with A.W.W.A. Section 9b and 9c of A.W.W.A. Specification C600, latest revision. Mega -lugs shall be used to secure all mechanical joint pipe and fittings. ' When pipes are cut in the field, the cut or straight end shall have all sharp or rough edges removed before assembly. ' PVC - The bell shall consist of an integral wall section with a factory -installed, solid cross-section elastometric ring which meets the requirements of ASTM F-477. The bell section shall be designed ' to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900 for sizes 4" to 8". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in accordance with A.W.W.A. C900. PVC Pipe larger than 8" diameter will not be allowed. 1 1 30 I Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and shall ' conform to the requirements of A.W.W.A. C110 (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) . Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron fitting shall be famished with Cor -Blue nuts and bolts and shall be wrapped with a flat sheet or split length ' polyethylene tube by passing the sheet under the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping down. ' Restraints for C900 PVC pipe shall, per Section 2.15, be Ebba Iron Mega -Lug Series 2000 PV or approved equal. ' 8.04 SETTING HYDRANTS Hydrants shall be placed in locations as staked by the engineer. All hydrants shall be supported on an 18" x 18" x 5" solid concrete block or equal concrete base. ' Each hydrant shall be tied as shown on the detail drawings. After each hydrant has been set, there shall be placed around the base of the hydrant, not less than one (1) cubic yard of gravel or crushed rock from which all fine material has been removed. A layer of polyethylene, minimum 4 mil ' thickness, shall be carefully placed over the rock to prevent the backfill from entering the voids in the drain rock. All hydrants must be maintained in a plumb position during the backfilling operation. 8.05 CONDUCTIVITY ' When using D.I.P. conductivity shall be provided throughout the water system by use of copper ' straps or approved conductive gaskets with copper inserts. All mechanical joint fittings shall be equipped with copper straps. Lead tipped gaskets will not be approved for conductivity. Copper jumper straps between sections of pipe shall be not less than 1/16" x 3/4" strap bolted to shop welded pipe straps of the same size. Bolts shall be 5/16" diameter bronze. For all locations where shop welded straps are not available, field welds shall be made using the Cadweld method ' with size 32 cartridge. Each field weld shall be properly made after filing the surface of the pipe to a clean bare metal over the entire area of the weld. Straps bolted to mechanical joint fittings shall be not less than 1/16" x 1-1/2". All straps shall be securely fastened and backfill placed so as to not ' damage the conductivity. 8.06 SEWER CROSSINGS , Watermains crossing sanitary sewers shall be laid to provide a separation of at least 18" between the bottom of the watermain and the top of the sewer. When local conditions prevent a vertical ' separation as described, the following construction shall be used: (a) Sewers passing over or under watermains shall be constructed of materials equal to ' watermain standards of construction. 31 1 I 1 (b) A length of water pipe shall be centered at the point of crossing so that the joints will be ' equidistant and as far as possible from the sewer. 8.07 VALVES, BOXES, MANHOLES, VAULTS AND FITTINGS ' Valves and fittings shall be placed where shown on the plans or as designated by the engineer. Jointing shall be done as previously specified herein. Unless otherwise specified or shown on the drawings, cast iron valve boxes shall be installed with all gate valves eighteen inches (18") or smaller and all butterfly valves. Valve boxes shall be firmly ' supported with a valve box adapter to maintain centered and plumb alignment over the wrench nut of the valve, with box cover one-quarter to one-half inch (1/4" - 1/2') below the surface of the finished pavement or at such other level as may be directed by the engineer. ' All bends, tees, hydrants and plugs shall be securely braced against undisturbed soil using pre -cast concrete block or poured -in-place concrete thrust blocks. The method of anchorage must be ' reviewed and approved by the engineer prior to backfilling. In addition, Mega -lugs shall be installed at all bends. ' 8.08 BUILDING SERVICES Curb stops and boxes shall be installed as shown on the standard plates. The curb stop and box shall ' be located 9' inside of the property, unless specified otherwise. Ties to water services must be provided at the lateral, all vertical and horizontal bends and at right- of-way. Corporation stops shall be tapped into the main only when full of water under pressure. No taps shall ' be made into a dry pipe. Corporation stops shall be turned into the pipe until tight and shall not be turned back to facilitate having the operating nut on the too. ' The copper service lines as placed between the watermains and the curb boxes shall have a minimum of 7.5 feet of cover except at the goose neck which shall have 6%s -foot minimum cover. Therefore, service lines must be placed (incidental to the project) beneath any obstruction which ' would prohibit the required cover if the service line was placed on top of said obstruction. The method of tunneling under an obstruction shall be approved by the engineer. ' Each curb box shall be marked by a steel fence posts located two feet behind the curb box cover. The top 6 inches of the steel fence post shall be painted blue. I I I 1 32 SECTION 9.00 - BACKFILLING 9.01 GENERAL All excavation in trenches shall be backfilled to the original ground surface or to such grades as specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic material, and other undesirable material. 9.02 BACKFILL PROCEDURE AT PIPE ZONE Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement. Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or structures. Grading over and around all parts of the work shall be done as directed by the engineer. All watermain pipe shall be installed in accordance with Standard Detail Plate No. 2203A and bedded in a granular material meeting the requirements of MnDOT specification 3140.2A Granular Borrow in which all shall pass a three-quarters inch (3/4") sieve and not more than 20% shall pass a #200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. 9.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE Unless otherwise specified, suitable backfill material shall be furnished an the following backfill procedures shall apply and be used above the "pipe zone" to either the existing surface elevation or design grade, as specified, with the cost of such considered incidental to the installation of the pipe unless specified for a particular section of the project by the special provisions and/or plans, or allowed in writing by the engineer, and a unit price has been established. All trenches shall be backfilled to obtain the necessary compaction, with the lift thickness as required, dependent upon type of roller. The backfill material shall be compacted to 95% of the standard moisture density relationship of soils (ASTM D698-70) except the top three feet (3) of the trench which shall be compacted to 100% density. Moisture content of these soils shall be within a range of f 3% of optimum moisture content. If the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. In the event the contractor fails to meet these compaction requirements, corrective measures such as spreading/discing/farming, etc. shall be implemented or the contractor may elect to replace backfill with a more suitable material taken from another source. All of these corrective measures shall be at the contractor's expense. 33 I I Any settlement greater than one inch (1") as measured with a string line from one edge of the settlement to the other within the warranty period of this contract shall be considered failure of the mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be ' repaired by the contractor at no cost to the city. Under state or county highways and road, the contractor shall obtain the necessary permits at his/her expense after commencing and type of work upon a state or county highway or roadway. All such work, especially backfilling, shall conform to state and county standards and specifications. ' 9.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS Unless otherwise specified, excavated material either not suitable or not required for fill material ' shall be disposed of by the contractor outside of the right-of-way at his/her expense in any manner s/he may elect subject to the provisions of the following paragraph. ' Before dumping such materials or debris on a private or public land, the contractor must obtain from the owner of such land written permission for such dumping and a waiver of all claims against the owner for any damage to such land which may result therefrom together with all permits required by ' law for such dumping. A copy of such permission, waiver of claims and permits shall be filed with the engineer before said disposal is made. ' In addition, be advised City Ordinance may require the property owner apply and receive a grading permit prior to any earthwork activities commencing. 9.05 FILL MATERIAL Normal, allowable "fill material" used in backfilling outside of the pipe encasement shall be sand, ' gravel, or clay, free from pieces of rock, concrete or clay lumps more than one-third cubic foot in volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar articles and substances whose presence in the backfill would cause excessive settlement. In that ' portion of the backfill which is within six inches (6") of a road subgrade, there shall be no stones which will be retained on a three-inch (3") sieve. ' 9.06 DENSITY TESTS Density tests will be performed by an approved soils testing firm at various locations and depths ' throughout the project as directed by the engineer. The contractor shall cooperate fully and provide assistance as necessary to complete these tests with no additional compensation being made to the contractor. A minimum of one test at an elevation approximately two feet above the top of pipe, one ' test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum of 50% of the individual water and sewer service trenches shall be tested at elevations listed above. 1 34 SECTION 10.00 - TESTING AND DISINFECTING MAINS 10.01 All watermain including fittings, valves, services and hydrants shall be tested in accordance with and shall meet the requirements set forth in American Water Works Association (A.W.W.A.) Specifications C600, latest revision. The contractor shall have the option of using an alternative testing procedure as identified below: After the pipe has been laid including fittings, valves, hydrants, and service and the line has been backfilled in accordance with these specifications, all newly laid pipe, or any valved section thereof, unless otherwise directed by the engineer, shall be subjected to a hydrostatic pressure of 150 pounds per square inch. The duration of each such test shall be two (2) hours. The allowable pressure drop shall not exceed one (1) PSI in the said two (2) hour period. Each valved section of pipe shall be slowly filled with water and the specified test pressure, measured at the lowest point of elevation, shall be applied by means of a pump connected to the pipe in a satisfactory manner. The pump, pipe connection, gauges and all necessary apparatus shall be furnished by the contractor. Gauges and measuring devices must meet with the approval of the engineer and the necessary pipe taps made as directed. Before applying the specified test pressure, all air shall be expelled from pipe. To accomplish this, taps shall be made, if necessary, at points of highest elevations, and afterward tightly plugged. Each valved section shall be subjected to the pressure test and, if required, the leakage test prescribed herein. Testing for the two hour duration shall be with hydrants closed, and valves on hydrant leads and dead end water lines open. Once this portion of the test is completed, the valve on the hydrant leads and dead end water lines shall be closed, and hydrants opened. The specified test pressure shall be applied, and the test repeated for 15 minutes to establish the condition of the hydrant lead valves. This shall apply to both the pressure and leakage test. When tying into existing watermain system, the contractor shall be responsible for pressure testing from the point of starting the new watermain and including all newly constructed pipe and valves. If the contractor elects to test the existing watermain, the City will not be responsible for any testing costs if the existing watermain is the cause of any failing tests. Any cracked or defective pipes, fittings, valves or hydrants discovered in consequence of the pressure test shall be removed and replaced by the contractor with sound material in the manner provided and the shall be repeated until satisfactory to the engineer. The pressure gauge for the tests shall be an Ashcroft Model 1082 with a 4% -inch dial face with one (1) psi increments or approved equal. 35 I 10.02 DISINFECTING MAINS AND TEMPORARY WATER SERVICES ' After completion of the installation and testing, the contractor shall disinfect the new pipe, valves and fittings as described in A.W.W.A. Specification No. C651-05 which supersedes A.W.W.A. ' Standard C601, by use of the continuous feed method. The contractor may elect to use the tablet method which is generally described as follows: ' The contractor shall place hypochlorite tablets in each section of pipe and also in hydrants, hydrant branches and other appurtenances during construction. The tablets shall be attached to the top of the pipe with an adhesive of hot tar or "Permatex" No. 2 gasket cement, or other approved material. ' When the installation has been completed, the main shall be filled (after a 48-hour notice and receiving permission from the City's Utility Superintendent or his/her assigned representative) with ' water at a velocity of less than one foot (F) per second. This water shall remain in the pipe for at least 24 hours. After the 24 hour retention period, the heavily chlorinated water shall be flushed from the main until the chlorine concentration in the water leaving the main is less than 1 ppm. ' Tests are required to determine chlorine residual at the end of the 24-hour retention period and after flushing to ascertain that the heavily chlorinated water has been removed from the pipeline. At the ' end of the 24-hour retention period, the main shall contain not less than 10 ppm chlorine prior to placing the main in service. The contractor shall contact the Chanhassen Utility Superintendent for collection and testing of water samples. The contractor shall notify the Utility Superintendent 48 ' hours in advance to request such operation. All costs associated with testing shall be the responsibility of the contractor. The watermain shall remain turned off until passing bacterial test results are received by the City. The City Utility Department will then turn on the water system for public use. The number of tablets required per 18 -foot length of pipe based on three and three quarters (3-3/4) ' grain available chlorine per tablet is as follows: Diameter No. of Tablets Diameter No. of Tablets ' 4" 1 16" 9 6" 2 18" 12 8" 3 20" 14 ' 10" 4 24" 20 12" 5 ' Only fresh disinfectants shall be used and the main filled with water and flushed not later than one week after the disinfectant has been added. The water (containing chlorine) shall be left in the pipe, being disinfected, for a minimum of twenty-four (24) hours. 10.03 ELECTRICAL CONDUCTIVITY TEST ' Conductivity test shall be performed on all D.I.P. mains after they have been pressure tested and are full of water at normal operating pressure. A direct current of 350 amps shall be passed through the line for five minutes. Current flow shall be measured continuously on a suitable ampmeter and shall 36 remain steady without interruption or excessive fluctuation throughout the period. Insufficient current or wide fluctuations of ammeter needle shall be evidence of defective conductivity which ' shall be isolated, corrected and retested. The connection for the conductivity shall be made either to a gate valve or to the hydrant barrel. Connections shall not be made to any operating mechanism of the hydrant Acceptable equipment for the test shall be arc welding machines with adequate sized cables to carry the test current without voltage drop or overheating. Conductivity test shall be carred out in the ' presence of the engineer or his/her duly authorized agent. Caution shall be exercised at all times when working with electrical equipment and wires during the conductivity test 10.04 TRACE WIRE TEST - PVC WATERMAIN ' The contractor shall perform a conductivity test on all trace wire prior to the acceptance of the water , system. This test may be performed by either hiring an acceptable underground utility locating Firm to physically locate the trace wire in the presence of a city representative or via low voltage circuit completed with the use of a suitable voltage source and meter to ensure continuity of the trace wire. In the event that a closed clamp circuit cannot be completed or difficulties with the locating or test arise, the cause shall be isolated and corrected. Thereafter, the section in which the defective test ' occurred shall be re -tested as a unit and shall meet the requirements. 17 .7 SECTION 11.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 11.01 RESTORATION OF SURFACE ' All surfaces disturbed during the construction period including adjacent streets used to access the site, whether caused by actual excavation, deposition of excavated material, or by the construction equipment, shall be returned to its original conditions or better. Exceptions to the above, if any, or ' special instructions pertaining to any particular section of the project will be outlined in the "Special Provisions". Any excess dirt shall be removed by the contractor in accordance with Section 9.04 of these specifications. 11.02 DUST CONTROL DURING CONSTRUCTION ' The contractor shall at his/her own expense maintain dust control as necessary and in a manner satisfactory to the engineer until final acceptance of the project or until restoration has been completed. 11.03 MAILBOX RESTORATION I I I I L The contractor, at his/her expense, shall replace and restore mailboxes disturbed by the work. 11.04 MAINTENANCE OF STREETS UNTIL SURFACED After backfilling according to the above specifications, the contractor shall maintain the streets as required and blade as necessary to provide a passable surface for traffic until the surfacing is completed or to the date of final acceptance. 11.05 CLEAN UP Surplus pipe material, tools, and temporary structures shall be removed by the contractor, and all dirt and/or rubbish caused by his/her operations and excess earth from excavations shall be hauled to a dump provided by the contractor, and the construction site shall be left in a condition satisfactory to the engineer. 11.06 GUARANTEE The contractor shall be held responsible for any and all defects in workmanship and materials which may develop in any part of the entire installation furnished by him and upon written notice from the engineer shall immediately replace and make good, without expense to the owner, any such faulty part or parts and damage done by reason of same, during the warranty period as prescribed by the conditions of the contract. 1 38 11.07 FAILURE TO REPLACE DEFECTIVE PARTS Should the contractor fail to make good the defective parts within a period of thirty (30) days of such notification, after written notice has been given him, the owner may replace these parts, charging the expense of the same to the contractor. 39 SECTION 12.00 - TURF ESTABLISHMENT 12.01 GENERAL All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street specifications which is included as part of this standard specification. [1 1 [1 1 40 SECTION 13.00 - METHOD OF PAYMENT The work shall be measured and the compensation determined in the following manner: 13.01 WATERMAIN PIPE Watermain pipe will be paid for at the contract price per lineal foot for each diameter of pipe furnished, which shall include the cost of furnishing the pipe, rubber gasket, joints, insulation and other material and of delivering, handling, laying, trenching, backfilling, testing, disinfecting, and all material or work necessary to install the pipe complete in place at the depth above specified. The length of the pipe for which payment is made shall be the actual overall length measured along the axis of the pipe without regard to intervening valves or specials. Lengths of branches will be measured from the centers of connecting pipes to center of valves or hydrants. All lengths will be measured in a horizontal plain unless the grade of the pipe is more than 15%. 13.02 COMPACT DUCTILE IRON FITTINGS Ductile iron fittings shall be class 350 for sizes up to and including twelve inches (12") in diameter and shall conform to AWWA Specification C153 covering compact fitting. Ductile iron fittings shall be measured by weight in pounds (kilograms) according to the published weights of mechanical joint fittings as listed in the following table. Retainer glands shall be incidental to the fitting installation. 41 I 1 [1 COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS MJ TEES MJ -MJ REDUCERS MJ PLUGS Run' Branch' Weight-Lb/Kg Size' Weight-Lb/Kg Size" Weight-Lb/Kg 4 4 32/14.5 6 x 4 24/10.9 4 15/6.8 6 4 46/20.9 8 x 4 32/14.5 6 25/11.3 6 56/25.4 8 x 6 36/16.3 8 45/20.4 8 4 60/27.2 1 10 x 4 46/20.9 10 65/29.5 6 72/32.7 10 x 6 47/21.3 12 85/38.6 8 86/39.0 10 x 6 50/22.7 16 150/68.0 10 4 78/35.4 12 x 4 58/26.3 20 215/97.5 6 90/40.8 12 x 6 60/27.2 24 350/158.8 8 105/47.6 12 x 8 60/27.2 MJ CROSSES 10 120/54.4 12 x 10 64/29.0 Size' Weight-Lb/Kg 12 4 94/42.6 16 x 6 124/56.2 4 x 4 40/18.1 6 110/49.9 16 x 8 124/56.2 6 x 4 62/28.1 8 125/56.7 16 x 10 124/56.2 6 x 6 80/36.3 10 1 140/63.5 16 x 12 124/56.2 8 x 6 108/49.0 12 160/72.6 20 x 10 220/99.8 8 x 8 105/47.6 16 6 228/103.4 20 x 12 205/93.0 12 x 8 162173.5 8 248/112.5 20 x 16 200/90.7 12 x 12 215/97.5 10 264/119.7 24 x 12 305/138.3 16 x 16 385/174.6 12 280/127.0 24 x 16 320/145.1 14 316/143.3 24 x 20 3001136.1 16 322/146.1 MJ -MJ BENDS 20 6 315/142.9 Size' Weight-Lb/Kg 20 8 345/156.5 90E 4SE 222E 113E 10 370/167.8 4 27/12.2 23/10.4 18/8.2 16/7.3 20 12 395/179.2 6 39/17.7 32/14.5 32/14.5 30/13.6 16 465/210.9 8 57/25.9 46/20.9 46/20.9 42/19.1 20 535/242.7 10 89/40.4 70/31.8 64129.0 58/26.3 24 6 415/188.2 12 408/49.0 86/39.0 84/38.1 74/33.6 8 445/201.8 16 264/119.7 202/91.6 178/80.7 158171.7 10 470/213.2 20 400/181.4 305/138.3 310/140.6 245/111.1 12 500/226.8 24 5651256.3 405/183.7 412/186.9 315/142.9 42 COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS (cont.) MJ TEES Run' Branch' Weight-Lb/Kg 16 580/263.1 20 660/299.4 24 720/326.6 MJ SLEEVES Weight-Lb/Kg Size' Short Long 4 1717.7 .20/9.1 6 28/12.7 36/16.3 8 38/17.2 46/20.9 10 49/22.2 61/28.1 12 56/25.4 76/34.5 16 130/59.0 172/78.0 20 195/88.4 255/115.7 24 255/115.7 335/152.0 'Multiply by 25 to convert to millimeters 13.03 HYDRANTS Hydrants will be paid for at the contract unit price per hydrant installed complete with drainage pit, gravel, concrete base, and bracing. Hydrant extensions will be paid for at the contract unit price per lineal foot, where specified by the engineer. The unit price for the hydrant does not include the auxiliary hydrant valve which shall be paid for under another item of these specifications, unless they are combined in the bid proposal. 13.04 VALVES AND BOXES Valves, boxes, and valve adapters (including extensions or valve stem risers) will be paid for at the contract unit price bid for each size valve and box furnished and installed complete. 13.05 COPPER WATER SERVICE PIPE Copper water service pipe will be paid for at the contract unit price per lineal foot, for each diameter of pipe furnished, measured from the centerline of pipe to the centerline of curb box. The unit price shall include all pipe, fittings, laying, excavation, backfilling, insulating and testing. 43 I 1 I 1 13.06 CORPORATION COCKS Corporation cocks will be paid for at the contract unit price for each size furnished and installed and shall include the saddle where required and the tap or connection to the watermain. 13.07 SERVICE SADDLES Service saddles shall be considered incidental to the corporation cocks as per section 14.06. 13.08 CURB STOPS AND BOXES Curb stops, boxes and extensions will be paid for at the contract unit price for each size furnished and installed and shall include necessary fill when required. 13.09 AIR RELIEF MANHOLES Air relief manholes will be paid for at the contract unit price per manhole installed complete as detailed including corporation cock. ' 13.10 PILING I 1 1 I I I 1 1 1 Piling up to 20 feet long including caps shall be paid for at the contract unit price for each single pile bent in place. No additional payment will be made for cradles. Any piling required over 20 feet in length shall be paid for as excess length of piling. Cut off lengths will not be paid. Double pile bents shall be paid for according to the length of each individual pile. There shall be no additional compensation for lumber or hardware used to tie the piles together. 13.11 SPECIAL CONDITIONS Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid for at the contract unit price per ton in place. No foundation material will be paid for that is installed without the knowledge or consent of the engineer nor will payment be made for rock installed only for dewatering purposes. Payment shall include cost of excavation and placement. 13.12 SPECIAL SECTIONS Special sections will be paid for at the contract price on a lump sum basis for all work and material necessary for the complete installation of construction. 13.13 SHEETING ORDERED LEFT IN PLACE Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet. 44 13.14 JACKING Payment for jacking will be paid for at the contract unit price per lineal foot. Watermain used in jacking will be paid separately at bid unit prices for that diameter watermain. I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 45 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CITY OF CHANHASSEN SPECIFICATIONS 2008 EDITION STREET CONSTRUCTION SPECIFICATIONS 2008 STREET CONSTRUCTION SPECIFICATIONS TABLE OF CONTENTS Pay>c SECTION 1.00 - GRADING ' 1.01 Clearing and Grubbing....................................................................................................... l 1.02 Excavation and Embankment............................................................................................. l 1.03 Subgrade Preparation and Correction................................................................................ l 1.04 Application of Water..........................................................................................................2 SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION , 2.01 Aggregate Base ................................ 2.02 Materials .......................................... .....................................4 ' A 2.03 Requirements......................................................................................................................4 2.04 Acceptance Testing............................................................................................................6 2.05 Specified Density Method..................................................................................................9 2.06 Aggregate Composition......................................................................................................9 2.07 Schedule of Price Reductions...........................................................................................17 SECTION 3.00 - PAVEMENT CONSTRUCTION 3.01 Plant -Mixed Bituminous Asphalt....................................................................................20 3.02 Mixture Design.................................................................................................................30 3.03 Mixture Quality(QC).......................................................................................................42 3.04 Construction Requirements..............................................................................................63 3.05 Pavement Density.............................................................................................................69 3.06 Thickness & Surface Smoothness Requirements............................................................79 3.07 Method of Measurement.................................................................................................. 86 3.08 Bituminous Patching........................................................................................................ 87 3.09 Bituminous Tack Coat......................................................................................................88 3.10 Mill Pavement Surface .....................................................................................................88 3.11 Bituminous Overlays........................................................................................................90 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 Subsurface Drain Tile.......................................................................................................91 4.02 Utilities..............................................................................................................................91 4.03 Warranty...........................................................................................................................92 4.04 Water to Homes................................................................................................................92 4.05 Concrete............................................................................................................................92 4.06 Bituminous Curb...............................................................................................................96 4.07 Bituminous Trail/Pathway...............................................................................................96 I I I I I I I II 1 11 4.08 Electric Lighting Systems (Street Lighting)....................................................................96 ' 4.09 Fence Restoration............................................................................................................ 99 4.10 Pavement Markings........................................................................................................100 4.11 Street Signs and Posts.....................................................................................................101 4.12 Protection and Restoration of Vegetation......................................................................102 4.13 Erosion Control...............................................................................................................102 4.14 Turf Establishment .........................................................................................................102 4.15 Geotextile Stabilization Fabric.......................................................................................104 4.16 Segmented Masonry Retaining Wall Units (2411) .......................................................104 4.17 Minor Concrete Structures .............................................................................................107 4.18 Segmental Masonry Retaining Wall Surface Sealing...................................................109 I I I I I II 1 11 �J SECTION 1.00 - GRADING 1.01 CLEARING AND GRUBBING (2101) ' All clearing and grubbing shall be performed in accordance with and the basis of payment shall be made as per Section 2101 of the current Minnesota Department of Transportation Standard Specifications, with the following amendment: All costs associated with clearing and grubbing shall be considered incidental to the project, unless a separate bid item is included in the proposal form. Clearing shall be under the direction of the engineer in the field and care will be required to protect all trees not removed. All timber, stumps, roots and other debris or by-products resulting from the clearing and grubbing operation shall be disposed of off the site. 1.02 EXCAVATION AND EMBANKMENT (2105) All site grading and street construction of excavation and embankment shall be in accordance with Section 2105 of the current Minnesota Department of Transportation Standard Specification with the following modifications: , A) The following compaction requirements shall be met for all embankment and trench backfilling relative to subgrade under this contract: 1. The zone below the upper 3 feet of the embankment or trench shall be compacted to 95 percent of standard proctor density. ' 2. The zone from 3 feet below subgrade to finished subgrade (upper 3 feet) shall be compacted to 100 percent of standard proctor density. ' B) If the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. 1.03 SUBGRADE PREPARATION AND CORRECTION (2111) Subgrade preparation and correction shall be performed in accordance with the following: The contractor shall prepare the subgrade to the grade, compaction and stabilization to a depth of one foot (I') below subgrade elevation. All work in preparing the subgrade to this one -foot depth shall be considered incidental. Test rolling shall be performed on the completed subgrade prior to addition of base materials. The contractor will famish a tandem truck loaded with a minimum of 14 tons to check the completed subgrade and/or base. This truck will be driven near the curb and gutter locations on both sides of the roadway and in other locations the Engineer may direct, to determine if any soft spots exist so that these areas may be removed and replaced with satisfactory material before completing subgrade or base preparation, subject to Engineer approval. Cost of furnishing the loaded truck and driver for the test roll and any retests shall be incidental to constriction of the subgrade and/or base and no direct compensation will be made therefore. A) If, in the Engineer's opinion, based on the test roll, there are any sections of the road subgrade that are unstable, the contractor shall, at his/her expense, scarify the roadbed and aerate or add moisture to the material as necessary and re -compact the material to the extent that it will be stable when re -tested by rolling. B) However, where test failures re -occur and the Engineer is satisfied that the corrective measures were exhausted, then a qualified soils engineer shall be retained to recommend corrective measures (i.e. subcut, fabric, draintile). Upon review of the soils report, the City Engineer shall determine an alternative to produce acceptable stability on the roadbed. The unstable sections shall be repaired by the contractor as directed by the Engineer and at the owner's expense. In the event subgrade subcut efforts are deemed necessary to correct any unsuitable soils in the road section, a granular (free draining) backfill meeting the requirements of MnDOT Section 3149-2 "B2 Select Granular Borrow" shall be used. In addition, if the road section is in need of subgrade removal, the depth of removal shall be consistent throughout the entire road section with the exception of a small isolated area. The practice of varying depths of subcut in a continuous section of road will not be allowed. In roadbeds where existing soil subcuts have been performed, drain tile and cleanouts in low areas and any other areas deemed necessary by the Engineer shall be installed as per standard detail plate nos. 5232, 5233 and 5234. 1.04 APPLICATION OF WATER (2130) This work shall consist of furnishing and applying water for dust control or moisture content within the Project limits as directed by the Engineer or stipulated in the Contract. 1.04.1 MATERIALS ' The water shall be furnished by the Contractor and it shall be reasonably clean. The Contractor shall make all arrangements with the City's Utility Superintendent for obtaining any water which may be ' needed for the construction. No water may be taken from any City hydrants unless authorized in writing by the Utility Superintendent. Failure to obtain City authorization will result in prosecution and fines within the limits of city ordinance. ' 1.04.2 CONSTRUCTION REQUIREMENTS A Equipment Water supply tanks shall be equipped with distributing bars or other apparatus that will ensure ' uniform application of the water. Application of water on the road shall be with a self-propelled 2 distributor of the pressure type, mounted on pneumatic -tired wheels. Pump capacity shall he sufficient to permit application of the whole load uniformly at any rate up to 250 gallons per minute. B Application The water supply and equipment used shall be sufficient to apply the quantity required within the time interval necessary to secure optimum results and avoid unwarranted loss of water through evaporation, absorption, or drainage. The water shall be applied at such times and in such quantities as the Engineer approves. 1.04.3 METHOD OF MEASUREMENT Water applied for Dust Control or moisture content within the Project limits, by direct order of the Engineer, will be considered Incidental to the Project unless a specific bid item is provided. If a bid item is provided, deductions may be made for any water wasted through failure of the Contractor to coordinate the application of water with other operations as may be directed. 1.04.4 BASIS OF PAYMENT If a bid item is provided, payment for the accepted quantities of water at the Contract price per unit of measure will be compensation in full for all costs of furnishing, transporting, and applying the water as directed. These provisions apply to water used for dust control within the Project limits as directed by the Engineer. These provisions do not apply to any sprinkling or other uses for water required in conjunction with the construction of concrete pavements; to any water used in the production or curing of concrete; to any water used to maintain plant life; to any water used in conjunction with compacting soil and aggregate; or to any water used for dust control in any Contractor selected haul roads, detours, or work sites outside of the Project limits; all costs of which will be incidental to the Contract items involved. When a bid item is provided, payment for the application of water will be made on the basis of the following schedule: Item No. Item 2130.501 Water .... Unit ........................ Gal. SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION 2.01 AGGREGATE BASE (2211) The contractor shall place and compact the aggregate base of the class and depth specified. All aggregate base and its placement shall conform to Section 2211 of the current Minnesota Department of Transportation Standard Specification. Aggregate base shall be paid for by the number of cubic yards as calculated from the design widths, depths and lengths. No payment shall be made for additional material used due to low subgrades, spillage, tolerances, etc. Prior to the placement of any aggregate base material, all soil reports and compaction tests including previous tests on utilities must be reviewed by the City. 2.02 MATERIALS (2211) A. Aggregate 2.03 3138 The class of aggregate to be used in each course will be shown in the contract. Gradation acceptance for Classes 1, 2, 3, 4, 5, 6 and 7 aggregates will be by the random sampling method in accordance with 2211.3F. A Spreading and Compacting At the time of spreading the base material for compaction, the aggregate shall be so uniformly mixed that it will meet specified gradation requirements, based on the results of gradation tests run on aggregate samples obtained after mixing and prior to compaction. The material for each layer shall be spread and compacted to the required cross section and density before placing aggregate thereon for a succeeding layer. The surface of each layer shall be maintained, with uniform texture and firmly keyed particles, until the next layer required by the contract is placed thereon or until the completed base is accepted if no other construction is required thereon. Compaction shall be obtained by the: 1. Specified density method, 2, Quality compaction method, or 3. Penetration index method whichever method is prescribed for the particular course. Compaction by the specified density method will be required on all base courses except those that are otherwise designated in the contract for compaction by either the quality compaction or penetration index method. If Class 7 is specified or substituted for another class of aggregate, then densification shall only be obtained by the quality compaction method or the penetration index method. B Penetration Index Method The full thickness of each layer of Classes 5, 6 or 7 shall be compacted to achieve a penetration index value less than or equal to 10 mm per blow, as determined by a MnDOT standard dynamic cone penetrometer (DCP) device. For test purposes, a layer will be considered to be 75 mm in compacted thickness but a testing layer can be increased in thickness to a maximum of 150 mm if compacted in one lift by a vibratory roller. At least two passing dynamic cone penetrometer tests shall be conducted at selected sites within each 800 cubic meters (CV) of constructed base course. If a test fails to meet the specified requirements, the material represented by the test shall be recompacted and will be retested for density compliance. All aggregates prescribed to be tested under the Penetration Index Method 2211.3C4 must be tested and approved within 24 hours of placement and final compaction. Beyond the 24 hour limit, the same aggregate can only be accepted by the Specific Density Method 2211.3C1. Water shall be applied to the base material during the mixing, spreading and compacting operations when and in the quantities the Engineer considers necessary for proper compaction. C Determination of Penetration Index Value The Penetration Index Value will be determined using a MnDOT standard dynamic cone penetrometer (DCP) device. The basic test method can be found in the MnDOT User Guide to the Dynamic Cone Penetrometer and the detailed test methods and procedures for base and shouldering aggregate are available from the Grading and Base Office, Maplewood. D Random Sampling Gradation Acceptance Method The following provision shall apply to the use of Classes 1, 2, 3, 4, 5, 6 and 7 aggregates: Gradation Control The contractor and/or aggregate producer shall be responsible for maintaining a gradation control program in accordance with the random sampling acceptance method described in the Grading and Base manual. The contractor will be permitted to proceed with and complete the base construction on the basis of the contractor's Certification (on Form 24346 furnished by the engineer) that the material supplied and used conforms to the appropriate specification requirements. The contractor shall assume full responsibility for the production and placement of uniform and acceptable materials. 2.04 ACCEPTANCE TESTING Aggregate gradation compliance will be determined in accordance with the following table: Table 2211-A ACCEPTANCE TESTING SCHEDULE (A) Quantity No. Samples (d)(e) or Payment Acceptance metric tons (t))(a)(') No. Lots(c) No. Sublots/Lot Schedule Less than 500 NA Use Form 2415 or Table 2211-C 2403 small uanti > 500 but less than NA 1/1,00Ot a Table 2211-C 4,000 > 4,000 but less than 1 4 Table 2211-B 10,000 a. In accordance with 1503, Conformity with Plans and Specifications, it is the intent of these specifications that materials and workmanship shall be uniform in character and shall conform to the prescribed target value or to the middle portion of the tolerance range. The purpose of the tolerance range is to accommodate occasional minor variations from the median zone. The production and processing of the materials and the performance of the work shall be so controlled that the material or workmanship will not be of borderline quality. b. Or equivalent in cubic meters loose volume or cubic meters compacted volume ((It — 0.6m3 (LV) or It — 0.46m3 (CV), respectively)). C. The use of any one kind or class of material from more than one source is prohibited without permission of the engineer according to 1601. If the contractor changes sources (with the engineer's approval), a new lot consisting of four sublots will be established provided that the quantity equals or exceeds 4,OOOt. when a material source is changed prior to completing a lot, the remainder of the 4 samples will be taken from the previously placed materials, provided that the quantity equals or exceeds 4,000t. However, if the quantity placed is less than 4,OOOt, acceptance testing will be based on one test per thousand metric ton. d. Samples for gradation testing will be taken randomly by the engineer prior to compaction, in accordance with the random sampling method described in the Grading and Base Manual. e. Classes 1, 2 and 7, Shoulder Surfacing Aggregate, may be sampled from the stockpile for testing and acceptance in accordance with 3138.3. f. Each lot will be divided into four sublots which are approximately equal in quantity. 2. Each individual sample will be analyzed separately for payment. I h. Each lot shall consist of a maximum of approximately 10,0001 of material, although lesser , sized lots may occur due to construction constraints. L Each lot will be analyzed separately for payment. j. One gradation sample will be taken from each sublot and tested. The results obtained from ' the four samples will be averaged for payment to the nearest one-tenth of one percent for the , specified sieves. The engineering will have each sample tested in the field by a MnDOT certified technician or may ' submit them to the district laboratory for testing. A delay of at least three (3) working days is anticipated before laboratory tests results are available but a maximum of eight (8) working hours delay is anticipated for field gradations. The individual test results or sublot averages, which are based on Table 2211-A, Acceptance Testing ' Schedule, shall be compared with tolerances shown in Tables 2211-B or 2211-C, Aggregate Base ' Payment Schedules. Acceptance for non -complying material shall be made in accordance with the respective tables. To qualify for full payment, the contractor may correct, at no cost to the City, any lot of non-compliance material where acceptance is based on the lot criteria (greater than 4,OOOt) , and/or the quantity of material represented by a failing test where acceptance is based on the individual sample criteria. When corrective action is required for acceptance of the work, in accordance with Tables 2211-B ' and 2211-C, the contractor shall perform the corrective work at no cost to the City. The contractor shall remove the unacceptable material and replace it with acceptable material or correct the unacceptable material on the road. In lieu of replacement or correction, the engineer may allow (in , the best interest of the City) the contractor to accept a price reduction instead of corrective action. Upon completion of any corrective work required for full payment, whether it is by blending, ' mixing, adding and/or replacing material, the corrected material will be sampled and tested for acceptance. The entire lot shall be retested, in accordance with Table 2211-A, when the acceptance is based on the lot criteria; otherwise, retesting will be based on one sample per thousand metric ' tons. I ' Table 2211-B AGGREGATE BASE PAYMENT SCHEDULE (4 Sublots/4 Samples) I % Passing Outside Specified Limits* All Sieves except 75um (No. 200) 75um (No. 200) Sieve Sieve Acceptance Method 0.1-1.0 0.1-0.3 5.0% Price Reduction 1.1-2.0 0.4-0.6 15.0% Price Reduction > 2.0 > 0.6 Corrective Action Required *Based on average of 4 tests. Price reductions for more than one failing sieve size shall be accumulative. The compensation due to the contractor for the quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages. ' Table 2211-C AGGREGATE BASE PAYMENT SCHEDULE (Individual Test) 1 % Passing Outside Specified Limits* All Sieves except 75um (No. 200) 75um (No. 200 Sieve Sieve Acceptance Method 0.1-1.0 0.1-1.0 Substantial Compliance** 1.1-2.0 1.1-1.5 5.0% Price Reduction 2.1-3.0 1.6-2.5 15.0% Price Reduction > 3.0 > 2.5 Corrective Action Required *Based on individual sample test results. **To be applied to occasional failures. If the material(s) consistently fails to meet specification requirements, it will be subject to price reduction as determined by the engineer. Price reductions for more than one failing sieve size shall be accumulative. The compensation due to the contractor for the quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages; however, the reduction will not exceed 50 percent. 8 I Price Reductions A. Price reductions should not be issued unless the price reduction is in excess of $350. If the calculated price reduction is equal to or less than $350, it shall be documented as substantial compliance. At the discretion of the Engineer, several smaller price deductions may be lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. B. Bid prices for the project in question should be reviewed prior to calculating a price reduction. If the bid prices are considerably below average prices, then the price reduction should be assessed based on: (1) the average bid price as determined by the City Engineer or (2) a fair market value. C. The price reduction shall represent only the quantity of material represented by the sample ' and actually used. D. The price reduction will normally be the quantity represented by the failing test times price reduction per unit quantity (tons, gals, etc.) determined from the "Schedule of Price Reductions" times the bid price of (2) above. 2.05 SPECIFIED DENSITY METHOD The full depth of aggregate base shall be compacted to not less than 100% of the maximum density and at the time of compaction the moisture content of the material shall not be less than 65% of optimum moisture. All failing moisture and density tests must be corrected before the project is complete. 2.06 AGGREGATE COMPOSITION (3138) The source of supply and quality of the material is subject to approval by the engineer in accordance with 1601. Al Virgin Aggregate Mixtures Classes 1, 2, 3, 4, 5 and 6 shall meet the following requirements: All aggregate sources (pits and quarries) from which surface and/or base course aggregates are produced shall be stripped to uncover suitable materials for use. In quarries, all weathered rock will be removed prior to production of the face. The mixture shall consist of 100 percent virgin aggregates (unless noted otherwise) and shall consist of sound durable particles or fragments of gravel and sand, crushed quarry or mine rock, crushed gravel or stone or any combination thereof, except that Class 2 aggregates shall consist of 100 percent crushed quarry or mine rock. ' The engineer may allow aggregates containing a limited quantity of binder soil; however, the aggregates shall not contain sod, roots, plants, other organic matter, or other objectionable material. All materials shall be free from lumps or balls of clay. ' A2 Salvaged/Recycled Aggregate Mixtures ' Class 7 Salvaged/recycled aggregate materials may be used or blended with a combination of virgin and salvaged/recycled aggregates or 100% salvaged/recycled aggregate materials as permitted in accordance with the follow requirements. These composite mixtures/blends shall be designated as Class 7. The composite mixture/blend shall meet the following requirements: ' A. A salvage/recycled mixture shall have a minimum of 10 percent by mass (by weight) salvage/recycle aggregate material incorporated into the mixture to be considered a salvage/recycled mixture. B. Virgin aggregates that are incorporated into the mixture shall meet the requirements in Sections 3138.2A1, 3138.2D and 3138.2E. ' C. The salvaged/recycled aggregate portion of the mixture shall consist of sound durable particles produced by crushing, screening and grading to the required sizes from materials which were salvaged from the following sources: Portland cement concrete pavement ' removal and/or other concrete structural elements, bituminous pavement removal, aggregate bases underlying bituminous and concrete pavements. Incorporation of recycled glass into the aggregate mixture during production will be permitted. D. The engineer may allow aggregate containing a limited quantity of binder soil. However, the composite aggregate mixture/blend shall not contain sod, roots, plants, building rubble, building brick, wood, plaster, reinforcing steel or other similar objectionable or deleterious materials and shall be free of lumps or balls of clay. E. The requirements of 3138 A2(a), Salvaged Bituminous Aggregate Mixtures; 3138 A2(b), Salvaged Crushed Concrete Aggregate; and 3138 A2(c), Reclaimed Glass. ' F. Blending of the various types of aggregates (virgin and recycletsalvage aggregates), shall be done during production. The final product shall consist of a uniform blend of all the ' composite materials. Class 7 may be substituted for Classes 1, 3, 4, 5 and 6 unless otherwise specifically modified or prohibited in the plans and/or Special Provisions. A2(a) Salvaged Bituminous Aggregate Mixtures ' 10 Salvaged bituminous aggregate mixtures may be used in accordance with the following applications and requirements: Aggregate base course. Salvaged bituminous mixture may be used either alone or in combination with other aggregate materials (virgin and/or salvaged/recycled) in the production of the base course mixture. However, the bitumen content of the composite mixture shall not exceed three percent by mass (by weight). 2. Surfacing aggregate (travel lanes and/or shoulders). Up to 100 percent salvaged bituminous mixture may be used (no limit on bitumen content). A2(b) Salvaged Crushed Concrete Aggregate Crushed concrete aggregate may be used singularly or blended with virgin and/or other permitted salvaged/recycled aggregate materials in accordance with the following applications and requirements: 2. Where drainage layers and/or perforated drainage pipes are installed or will be installed: a. Crushed concrete blended with other permitted aggregates (virgin and/or recycled), may be used on any type of subgrade soil provided that at least 95% of the crushed concrete aggregate particles are retained on the 4.75 mm (No. 4) sieve. b. Crushed concrete aggregate may be used singularly or blended with other permitted aggregate materials when placed over material meeting the requirements of 3149.2132, Select Granular, provided that the amount crushed concrete aggregate does not exceed the equivalent of 75 mm (3 in.) of 100 percent crushed concrete; such as, 150 mm (6 in.) of a 50-50 blend of crushed concrete and permitted aggregate material. If crushed concrete aggregate is used (singularly or blended) for the base course and for stabilization the subgrade at the same location, the total equivalent application rate shall not exceed a 75 mm (3 in.) thickness (approximately 160 kg per square meter (300 pounds per square yard) of surface area)). C. Crushed concrete may be used up to 100% in construction of the filter/separation layer under a permeable aggregate base drainage layer (i.e. OGAB, PASB, PCSB) in accordance with the applicable drainage specifications. Other Applications. With and without drainage layer and/or perforated pipe installation, crushed concrete may be used for: a. Surfacing and base course(s) in the shoulder area. I1 I ' b. Surfacing aggregate -surfaced roads (including shoulders). A2(c) Reclaimed Glass Unless otherwise specifically modified or prohibited in the plans and/or Special Provisions, up to 10 percent by mass (eight) reclaimed glass may be mixed/blended with virgin and/or salvaged/recycled aggregate materials during the crushing operation in the production of the aggregate base course mixture in accordance with the following: 1. Sources ' Reclaimed glass shall consist of eligible secondary glass available from any source willing and able to certify their supply sources and composition of glass as required in Paragraph 7 below. ' 2. Composition ' Reclaimed glass shall consist only of the following eligible types of glass products: a.) Container glass used for consumer food and beverages, b.) Beverage drinking glasses, c.) Plain ceramic or china dinnerware, d.) Building window glass free of any framing material, and e.) other types of glass that can be certified and approved by MnDOT's Office of Environmental Services on an individual source basis. ' Reclaimed glass or other salvaged aggregates shall not consist of the following prohibited types of materials: ' a.) Any hazardous waste as defined in MPCA Rules 7045, b.) Hazardous substance in regulated quantities listed in 40 CFR, Table 302.4, c.) Automobile windshields or other ' glass from automobiles, d.) Light bulbs of any type, e.) Porcelain products, f) Laboratory glass, and g.) Television, computer or other cathode ray monitor tubes. 3. Debris Content The reclaimed glass shall not contain more than 5 percent debris, by visual inspection. Debris includes any non -glass material such as: paper, foil, plastics, metal, corks, wood debris, food residue, or other deleterious materials. The percentage of debris shall be estimated using the American Geophysical Institute visual Method. (AGI Data Sheet 15.1 ' and 15.2 Comparison Chart for Estimating Percent Composition, 1982.) 4. Storage ' Interim storage of reclaimed glass stockpiles shall be on locations with: a.) Minimum of 1.2 meters (four feet) depth of suitable soils separating groundwater, b.) A minimum of 50 12 1 5. A3 meters (150 feet) away from any surface water body, and c.) A maximum slope for four percent (41/6) if sloped to any surface water body. Ratio of Reclaimed Glass Up to 10 percent by mass (weight) reclaimed glass may be mixed/blended with virgin and/or other salvaged/recycled aggregate materials during the crushing operation in the production of the aggregate mixture. Applications Reclaimed glass blended with other aggregates may be used for aggregate base course mixtures. Reclaimed glass shall not be used in aggregate surfacing applications including shoulder surfacing. Certification a. The contractor shall provide documentation certifying that the reclaimed glass: (i) is only from sources that have given the contractor the certification required in Paragraph b below, sub -item ii, (ii) is comprised of only eligible types of reclaimed glass, (iii) does not contain any prohibited materials, (iv) meets debris content requirements, (v) meets the blending ratio requirements, and (vi) is or will be stored according to storage requirements described in Paragraph 4 above. b. Documentation shall include, at a minimum: (i) written certification from sources of reclaimed glass, such as recycling centers, that a good faith effort of public education was used to inform residents and businesses of the eligible and prohibited types of glass to be included for recycling, (ii) written certification by recycling centers that their independent sources of reclaimed glass, such as private recyclables haulers, have been notified in writing of these composition and public education requirements and have agreed in writing to comply with them, and (iii) description of the reclaimed glass blending methods used to assure required blending ratios. Limestone and/or Dolostone The following provisions shall apply in these listed counties: Anoka — 02 Carver — 10 Dakota —19 Hennepin — 27 Ramsey — 62 Scott — 70 Washington — 82 All counties in MnDOT's Districts 6, 7 and 8. a. If crushed carbonate (limestone or dolostone) quarrylbedrock is used in total or in part for base applications, unless exempted below, the portion passing the 75um (No. 13 200) sieve of the carbonate aggregate insoluble residue test shall not exceed 10 percent. b. An exemption to this 10 percent insoluble residue specification will be made for carbonate rock to be used as temporary by passes and parking lots. Use on other specific non -exempted applications must be approved by the engineer. For these exempted applications, the portion passing the 75um (No. 200) sieve of the carbonate aggregate insoluble residue test shall not exceed 16 percent. B Gradation..............................Table 3138-1 In the event that it is necessary to add a portion of the overburden or binder soil from an outside source, the materials shall be introduced into the aggregate producing plan at a uniform rate by a separate conveyor simultaneously with the base aggregate. The binder soils or overburden shall meet 3146. Class 7 aggregate mixtures shall meet the gradation requirements shown in Table 3138-1; except that when salvaged/recycled bituminous mixture is incorporated into the production of the aggregate base mixture, up to 5 percent by mass (weight) of the total composite mixture may exceed 25.0 mm, (1 in.) provided that these larger particles are bituminous mixture and not other aggregate types, and are not larger than 37.5 mm (1.5 in.). (All gradations will be run on the composite mixture before extraction of the bituminous material.) If reclaimed glass is incorporated into the aggregate base material, the final product shall conform to the requirements of Class 7. In the production of Class 7 aggregate materials, the different aggregate types shall be blended at uniform proportions/rates. At the time of testing Class 7 shall be further identified as to the type of recycle/salvage aggregate materials that are incorporated into the final product by the following designations: B — Bituminous Mixture 7(B) C — Concrete 7(C) BC — Bituminous and Concrete 7(BC) G — Glass 7(G) BG 7(BG) CG 7(CG) BCG 7(BCG) M — Misc. — Must be specified in Special Provisions C Crushing Crushing will be required for Class 5 and 6 aggregates. For these classes of aggregate, crushing will be required of all stones larger than the maximum size permitted by the gradation requirements and that will pass a grizzly or bar grate having parallel bars spaced 200 mm (8 in.) apart. However, the 14 engineer may allow rejection of oversize material when excessive crushing results in an unsatisfactory gradation. Class 6 aggregates shall contain at least 15 percent crushed material. Class 5 aggregates shall contain at least 10 percent crushed material. Class 5 used for the city of Chanhassen projects require 100% crushed material. The percentage of crushing shall be determined by the procedures described in the Grading and Base Manual. The tolerance of 2 percent will be allowed on each individual test, but the average of all material tested for the project shall meet the specification requirements. It may be necessary to add stones or crushed rock from another source to meet the crushing requirements. D Los Angeles Rattler Loss The Los Angeles Rattler Loss requirements shall apply to the crushed quarry or mine rock portion of the aggregate. Class of Aggregates Los Angeles Rattler Loss 1, 2, 3, 4, 5, 7 ................................................40% maximum 6...............................................................35% maximum The LAR maximum loss shown for Class 7 shall be determined on the virgin aggregate portion of the mixture prior to the incorporation of the salvage/recycle materials into the final composite mixture. E Shale Class 3, 4 and 5 aggregate shall contain not more than 10 percent shale in the total sample except that when the part passing a 75 um (No. 200) sieve exceeds 7 percent, the percentage of shale in the total sample shall not exceed 7 percent. Class 6 aggregate shall contain not more than 7 percent shale in the total sample. The virgin aggregate portion of the Class 7 mixture shall not contain more shale than allowed for the class of aggregate that the substitution is being made. Testing for compliance shall be performed prior to the incorporation of the salvage/recycled materials into the final composite mixture. 3138.3 SAMPLING AND TESTING Samples for testing to determine compliance with the aggregate gradation specifications for base and shoulder surfacing will be obtained from the roadway at anytime prior to compaction. The samples may be obtained from the windrow or after blending and spreading of the material on the roadway. However, Classes 1, 2 and 7 shoulder surfacing aggregates may be sampled from a stockpile, tested and accepted before roadway placement, provided that: a) No more than 25 percent of the stockpile samples fail to meet gradation requirements. b) The average of all stockpile tests meet requirements. 15 11 1 1 e) 1 1 1 1 1 I 1 1 1 The contractor mixes the material during placement to the satisfaction of the engineer. The stockpile shall be sampled according to the rate in the Schedule of Materials Control. Laboratory samples shall be taken from the in place roadway. If additives such as calcium chloride or bituminous material are incorporated in a central mixing plant, the aggregate will be sampled before such materials are added. A Sampling, Sieve Analysis, Shale and Crushing Test....MnDOT Grading and Base Manual B Los Angeles Rattler Loss.....AASHTO T 96 C Sampling and Shale Test.....MnDOT Laboratory Manual D Bitumen Content: a.) By Extraction ... .MnDOT Bituminous Manual Methods 1851 or 1852, or b.) Incineration Oven....MnDOT Bituminous Manual Methods 1853 or 1852 E Insoluble Residue .... MnDOT Laboratory Manual F Reclaimed G1ass....American Geophysical Institute Visual Method (AGI Data Sheet 15.1 and 15.2, Comparison Chart for Estimating Percent Composition, 1982) Table 3138 — 1 BASF, AND St JRFAC ING AGGREGATE Total Percent Passing Sieve Size Class 1 Class 2 Class 3 Class 4 Class 5 Class Class 6 7(aG.. 75 mm 3 in. - -- -- 50 mm 2 is 100 100 37 mm 1.5 in. -- — — 25.0 mm (I is 100 100 19.0 mm 3/4 in. 100 100 90.100 90400 9.5 mm 3/8 m. 65-90 65-90 — — 50-90 50-85 4.75 mm o.4 40.85 35-70 35-100 35-100 (A)35-80 35-70 5-70 2.00 mm o.10 25-70 25-45 20-100 20-100 A 20 -65L20,150 -5s425 um o.40 10-45 12-30 5-50 5-35 10-35075 um o.200 8-15 5-13 5-10 4-10 3-107 8 NOTES: 1 (A) Applies when the aggregate contains 60 percent or less of crushed quarry rock. (B) Applies when the aggregate contains more than 60 percent crushed quarry rock. (a) Refer to Section 3138.2B. (b) Class 7 shall meet the gradation requirements for class 5 when it is being substituted for Classes 1, 3, 4 and 5. ' (c) Class 7 shall meet the gradation requirements for Class 6 when it is being substituted for Class 6 1 16 2.07 SCHEDULE OF PRICE REDUCTIONS The following schedule for price reductions on non -complying construction material shall be used when not addressed in the Contract. The following schedule of price adjustments and/or corrective action for non-compliance material and/or work is a guideline only. Special circumstances may result in price reductions differing from this schedule. These special circumstances shall be determined and evaluated by the City Engineer. Price reductions are implemented only if it is in the best interest of the City to leave the non- complying material in place, otherwise, the material should be removed and replaced. Gradation Failures 1. MnDOT Specification 3138, Aggregate for Surface and Base Courses. a. Class 1, 2, 3, 4, 5 and 6 designations. The above classes of material should be accepted for payment in accordance with the provisions of the MnDOT Aggregate Base Acceptance Schedule Table 2211-1, 2211.3F. Price adjustments for more than one failing sieve size shall be accumulative. The compensation due the Contractor for the class and quantity of material represented by the failing test results shall be reduced by the sum of the respective percentages. b. Class 1, 2, 3, 4, 5 and 6 designations. The above classes of material should be accepted for payment in accordance with the following schedule: % Passing Outside Specified Limits* All Sieves, except No. 200 Sieve No. 200 or 75um or 75um 0.1 - 1.0 0.1 - 1.0 Substantial Compliance 1.1 - 3.0 1.1 - 1.5 5.0% Price Adjustment 3.1-4.0 1.6-2.5 15.0% Price Adjustment >_ 4.0 >_2.6 Corrective Action Required *Based on individual sample test results. Price adjustments applied to the quantity of non- compliance material represented by the sample. 17 ' Price reductions for more than one failing sieve size shall be accumulative, but will not exceed 50.0 percent. The compensation due to the contractor should be reduced accordingly. ' 2. MnDOT Specification 3149, Granular Material. ' The granular materials listed in MnDOT Specification 3149 should be accepted for payment in accordance with the following: ' a. All Sieves Price adjustments shall be in accordance with 1(b) ' b. # 200/1 inch or 75µm/25 mm. Ratio (MnDOT Specification 3149.2BI and 3149.2B2) % Outside Svecified Limits* +1.0 Substantial Compliance ' +1.1-2.0 5.0% Price Reduction 2.1-3.0 15.01/6 Price Reduction >3.0 Corrective Action Required ' *Based on individual sample test results. Price adjustment applied to the quantity of non- compliance material represented by the sample. The compensation due to the contractor ' should be reduced accordingly. 3. The Contractor may correct the quantity of non-compliance material in order to qualify for full payment. When corrective action is required for acceptance of the non -complying material, in ' accordance with the previously indicated schedules, the Contractor shall perform the corrective work at no cost to the Owner. The Contractor shall remove the unacceptable material and replace with acceptable materials, or correct the unacceptable materials on the ' road. The corrected material will be tested for compliance with the specification after the completion of the corrective action. In lieu of replacement or correction, the Engineers may allow (in the best interest of the City) the Contractor to accept a price reduction instead of corrective action. 1 18 SECTION 3.00 — PAVEMENT CONSTRUCTION 3.01 PLANT MIXED BITUMINOUS ASPHALT (Combined 2360/2350 [Gyratory/Marshall Design] Specification of the most current MnDOT Standard Specification) This Specification requires the Contractor to provide a mix that complies with all of the design, production, and placement requirements of the specification. The Department does not make any guaranty or warranty, either express or implied, that compliance with one part of this specification guarantees that the Contractor will meet the other aspects of the specification. All Sections titled 2360 also apply to 2350. DESCRIPTION This work consists of the construction of one or more pavement courses of hot plant mixed asphalt -aggregate mixture on the approved prepared foundation, base course or existing surface in accordance with the specifications and in conformity with the lines, grades, thicknesses and typical cross sections shown on the plans or established by the Engineer. Mixture design will be either 2360 or 2350 (gyratory or Marshall) as described in the Special Provisions through the mixture designation. A Mixture Designations Mixture designations for asphalt mixtures contain the following information: (1) The first two letters indicate the mixture design type: SP = Gyratory Mixture Design LV = Marshall Mixture Design — Low Volume, 50 blow MV = Marshall Mixture Design — Medium Volume, 50 blow SM = Gyratory Mixture Design for Stone Matrix Asphalt (SMA) (2) The third and fourth letters indicate the course: WE = Wearing and Shoulder Wearing Course NW = Non -Wearing Course (3) The fifth letter or number indicates the maximum aggregate size*: A or 4 = 12.5mm [1/2 inch], 9.5 mm [3/8 inch] nominal size B or 3 = 19.Omm [3/4 inch], 12.5 mm [1/2 inch] nominal size C or 2 = 25.0mm [1 inch], 19.0 mm [3/4 inch] nominal size 5 = 9.5mm [3/8 inch], 4.75 mm [#4] nominal size (Marshall design only) E = See provision for SMA design * Letter is used in gyratory designation; number is used in Marshall designation (4) For Gyratory Design: The sixth digit indicates the Traffic Level (ESAL's x 106) 19 I 1 LJ The requirements for gyratory mixtures in this specification are based on the 20 - year design traffic level of the Project expressed in Equivalent Single Axle Loads (ESAL's). The five traffic levels are shown below in Table 2360.1-A. Table 2360.1-A TRAFFIC LEVELS Traffic Level 20 Year Design ESAL's 1 x 10 ESAL's 21 <1 3 Ito<3 4 3to<10 5 10to<30 6 SMA 1 -- (AADT # 2300) 2 -- (2300< AADT <6000) ' Ex: Gyratory Mixture Designation -- SPWEB540E (Design Type, Lift, Agg Size, Traffic Level, Voids, Binder) ' Ex: Marshall Mixture Designation — LVWE35030B (Mix Type, Lift, Agg Size, Marshall blows, Voids, Binder) Ex: SMA Mixture Designation -- SMWEE640H (Design Type, Lift, Agg Size, Traffic Level, ' Voids, Binder) B Minimum Lift thickness ' 20 For Marshall Design: The sixth and seventh digit indicate the Marshall design blows: 50 blow design for both LV and MV mixtures (5) The last two digits indicate the air void requirement: 40 = 4.0% for SP and SM Wear mixtures 35 = 3.5% for MV Wear and Non -Wear 30 = 3.0% for LV Wear and Non -Wear and SP Non -Wear and Shoulder ' (6) The letter at the end of the mixture designation identifies the asphalt binder grade: A = PG 52-34 B = PG 58-28 ' C = PG 58-34 D = PG 58-40 E = PG 64-28 ' F = PG 64-34 G = PG 64-40 H = PG 70-28 ' I = PG 70-34 L = PG 64-22 ' Ex: Gyratory Mixture Designation -- SPWEB540E (Design Type, Lift, Agg Size, Traffic Level, Voids, Binder) ' Ex: Marshall Mixture Designation — LVWE35030B (Mix Type, Lift, Agg Size, Marshall blows, Voids, Binder) Ex: SMA Mixture Designation -- SMWEE640H (Design Type, Lift, Agg Size, Traffic Level, ' Voids, Binder) B Minimum Lift thickness ' 20 Minimum paving lift thickness will be based on maximum aggregate size: Aggregate Size A, 4*; B, 3*: Minimum Lift thickness = 40 mm [1% inch] Aggregate Size 5*: Minimum Lift thickness = 20 mm [3/4 inch] Aggregate Size C, 2* (for non -wear only): Min. Lift thickness = 65 mm [2'% inch] * Marshall designation 2360.2 MATERIALS A Aggregate Al General The aggregate shall consist of sound, durable particles of gravel and sand, crushed stone and sand, or combinations thereof. It shall be free of objectionable matter such as metal. glass, wood, plastic, brick, rubber, and any other material having similar characteristics. Coarse aggregate shall be free from coatings of clay and silt to the satisfaction of the Engineer. The Contractor shall not compensate for the lack of fines by adding soil materials such as clay, loam, or silt. Overburden shall not be blended into the asphalt aggregate. Each different material (source, class, kind, or size) shall be fed at a uniform rate from its storage unit. An individual source, class, type, or size of material shall not be stockpile blended with another source, class, type or size of material. A2 Classification The aggregate shall conform to one of the following classifications. The class of aggregate to be used shall be the Contractor's option unless otherwise specified in the Contract. A2a Class A Class A aggregate shall consist of crushed igneous bedrock (specifically; basalt, gabbro, granite, rhyolite, diorite and andosite) and rock from the Sioux Quartzite Formation. Other igneous or metamorphic rock may be used with specific approval of the Engineer. Class A materials may contain no more than 4.0% non -Class A aggregate. This recognizes the fact that some quarries may contain small pockets of non -Class A material within that source. Intentional blending or addition of non -Class A material is strictly prohibited! A2b Class B Class B aggregate shall consist of crushed rock from all other bedrock sources such as carbonate and metamorphic rocks. (gneiss or schist) A2c Class C 21 I ' Class C aggregate shall consist of natural or partly crushed natural gravel obtained from a natural gravel deposit. ' A2d Class D Class D aggregate shall consist of 100 percent crushed natural gravel. The crushed gravel shall be produced from material retained on a square mesh sieve having an opening at least twice as large as the Specification permits for the maximum size of the ' aggregate in the composite asphalt mixture. The amount of carryover (material finer than) the selected screen shall not exceed ten percent. Ate Class E Class E aggregate shall consist of a mixture of any two or more of the above classes of approved aggregate (A, B, and D). The use of Class E aggregate, as well as the relative proportions of the different constituent aggregates, shall be subject to the approval of the Engineer. The relative proportions of the constituent aggregates shall he accurately controlled either by the use of a blending belt approved by the Engineer prior to production or by separately weighing each aggregate during batching operations. AN Steel Slag Steel slag may not exceed 25 percent of the mass of the total aggregate. Stockpiles will be accepted for use if the total expansion, determined by ASTM D4792, is less than 0.50%. A2g Taconite Tailings (TT) Taconite tailings shall be obtained from ore that is mined westerly of a north - south line located east of Biwabik, Mn (R15W-Rl6W); except that taconite tailings from ore mined in southwestern Wisconsin will also be permitted for use. Approved taconite tailing sources are on file with the Department Bituminous Engineer. ' A2h Scrap Asphalt Shingles Scrap asphalt shingles may be included in both wear and non -wear courses to a e maximum of 5 percent of the total weight of mixture. Only scrap asphalt shingles from manufacturing waste are suitable. The percentage of scrap shingles used will be considered part of the maximum allowable RAP percentage. Refer to Section 2360.2 GI to select a virgin asphalt binder grade (use requirements for > 20% RAP, regardless of total RAP/shingle percentage). Scrap Shingle Specifications are on file in the Bituminous Office. ' A2i Crushed Concrete and Salvaged Aggregate ' 22 Crushed concrete is allowed as an aggregate source for up to 50 percent of the aggregate in non -wear mixtures. Crushed concrete is not allowed in wearing courses. Salvaged aggregate is allowed as an aggregate source for up to 100 percent of the aggregate in wear and non -wear mixtures. All salvaged aggregate shall be stockpiled uniformly to limit variation in mixture properties. Salvaged aggregates shall meet quality and crushing requirements as specified herein. A2j Sewage Sludge Ash Sewage sludge ash is allowed as an aggregate source in both wear and non -wear courses to a maximum of 5 percent of the total weight of mixture. Only sewage sludge ash that meets the Tier II hazard evaluation criteria as approved by MnDOT's Office of Environmental Services, Environmental Analysis Section, will be allowed for use in the mixture. Approved waste incinerator ash sources are on file with the Department Bituminous Engineer. A3 Recycled Asphaltic Pavement Materials (RAP) The combined RAP and virgin aggregate shall meet the composite fine aggregate angularity or calculated crushed requirements (both coarse and fine aggregate) for the mixture being produced (calculated crushed allowed for Marshall design only). RAP containing any objectionable material, i.e., road tar, metal, glass, wood, plastic, brick, fabric, or any other objectionable material having similar characteristics will not be permitted for use in the asphalt pavement mixture. Asphalt binder content in the RAP shall be determined according to MnDOT Lab Manual Method 1851 or 1852. B Manufactured Crushed Fines (4 material) All Class A, B, D, and E material that passes the 4.75 mm [#4] screen will be considered as crushed fines. Manufactured Crushed Fines (4 material) from Class C Aggregate. Produce manufactured crushed fines (4 material) from a gravel source by passing the gravel over a selected screen, 9.5 mm [3/8 inch] or larger, prior to mechanical crushing. The material which passes the 9.5 mm [3/8 inch] screen shall not be incorporated into the manufactured crushed fines but may be used as it qualifies for natural sand. The amount of carryover (material finer than) the selected screen shall not exceed ten percent. The material retained on the 9.5 mm [3/8 inch] screen shall be crushed. The material that passes the 4.75 mm [#4] screen, after crushing, will be considered as 100% crushed 23 I 1 fines. Material retained on the 4.75 mm [#4] screen after crushing will not be counted as +4 crushing until tested. C Quality Requirements Cl. Los Angeles Rattler Test................................................................AASHTO T96 The Los Angeles Rattler loss on the coarse aggregate fraction (material retained on the 4.75 nun [#4] sieve shall not exceed 40 percent for any individual source used within the mix. An aggregate proportion which passes the 4.75 mm [#4] sieve and exceeds 40 percent LAR loss on the coarse aggregate fraction is prohibited from use in the mixture. C2 Soundness (Magnesium Sulfate) ................................................. AASHTO T104 The magnesium sulfate soundness loss at 5 cycles on the coarse aggregate fraction (material retained on the 4.75 mm [#4]) shall not exceed the following for any individual source used within the mix: * a) No more than 14 % loss on the 19 mm [3/4 inch] to 12.5 mm [1/2 inch] and larger fractions. b) No more than 18% loss on the 12.5 mm [1/2 inch] to 9.5 mm [3/8 inch] fraction. c) No more than 23% loss on the 9.5 mm [3/8 inch] to 4.75 mm [#4] fraction. d) No more than 18% for the composite loss. (Applies only if all three size fractions are tested). * 1) If the composite requirement is met but one or more individual components do not, the source may be accepted if no individual component is more than 110% of the requirement for that component. 2) If each individual component requirement is met but the composite does not, the source may be accepted if the composite is no greater than 110% of the requirement. An aggregate proportion which passes the 4.75 mm [#4] sieve and exceeds the requirements listed above on the coarse aggregate fraction is prohibited from use in the mixture. C3 Spall Materials and Lumps ................................. MnDOT Laboratory Manual Spall is defined as shale, iron oxide, unsound cherts, pyrite, highly weathered and/or soft phyllite and argillite (may be scratched with a brass pencil), and other materials having similar characteristics. Lumps are defined as loosely bonded aggregations and clayey masses. If the percent of lumps measured in the stockpile or cold feed exceed the values listed below, asphalt production shall cease and compliance shall be determined by dry batching. This procedure may be repeated at any time at the discretion of the Engineer. 24 Maximum limits for Spall and lumps, expressed as percentages by mass, are listed in Table 2360.3-132a. C4 Insoluble Residue Test...........................................MnDOT Laboratory Manual If Class B carbonate material is used in the mix, the minus 0.075 nun [#200] sieve size portion of the insoluble residue shall not exceed 10 percent. D Aggregate Restrictions Class B carbonate aggregate restrictions are specified in Table 2360.3-132a. E Gradation Requirement The coarse and fine aggregate shall be combined in such proportions to produce an asphalt mixture meeting all of the requirements defined in this specification and shall conform to the gradation as defined in Table 2360.2-E. Gradation testing shall be conducted in accordance with AASHTO T-11 (-0.075 mm [-#200] wash) and T-27. Table 2360.2-E AGGREGATE GRADATION BROAD BANDS (% nassine of total washed eradationl Sieve Size E A or 4* B or 3* Cor 2* 5* (mm [inch]) (SMA) 25.0 [1 inch] 100 See SMA Provisions 19.0 [3/4 100 85-100 inch 12.5 [1/2 100 85-100 45-90 inch 9.5 3/8 inch 85-100 35-90 - 100 4.75 #4 25-90 20-80 20-75 65-95 2.36 #8 20-70 15-65 15-60 45-80 0.075 #200 2.0-7.0 2.0-7.0 2.0-7.0 2.0-7.0 *Marshall Designation With the approval of the Engineer, the gradation broadband for the maximum aggregate size may be reduced 97% passing for mixtures containing RAP, when the oversize material is suspected to come from the RAP source. The virgin material must remain 100% passing the maximum aggregate sieve size. F Additives W, [1 I [1 I I 11 [1 I 1 An additive is any material added to an asphalt mixture or material, such as mineral filler, hydrated lime, asphalt additives, anti -strip, and similar products that do not have a specific pay item. When a Contract requires additives, compensation is included with the pay items for the appropriate mixture. If the Engineer directs the Contractor to incorporate additives, the compensation will be as Extra Work, at the unit price specified in the proposal. The Department will not compensate the Contractor for additives incorporated at the Contractors option. Additives will not be incorporated into the mixture without approval of the Department Bituminous Engineer. Anti -foaming agents shall be added to asphalt cement at the manufacturer's recommended dosage rate. Mineral filler and hydrated lime may be added in a quantity not to exceed 5 percent and 2 percent, respectively, of the total mass of the aggregate. The combination of mineral filler and hydrated lime shall not exceed 5 percent of the total mass of aggregate. The Engineer will approve or disapprove methods for addition of additives. F1Mineral Filler...................................................................................................3145 F2hydrated Lime.................................................................................................3145 Hydrated lime used in asphalt mixtures shall meet the requirements of ASTM C977 and have a maximum of eight percent unhydrated oxides (as received basis). The method of introducing and mixing the hydrated lime and aggregate shall be subject to approval by the Engineer prior to beginning mixture production. F3 Liquid Anti -Stripping Additive When a liquid anti -strip additive is added to the asphalt binder, blending shall be completed before the asphalt binder is mixed with the aggregate. Liquid anti -strip additives that modify the asphalt binder, such that it fails to meet the Performance Grade (PG) requirements, shall not be used. Liquid anti -strip may be added by the supplier at the refinery or by the Contractor at the plant site. The company/supplier adding the additive shall be responsible for testing the binder/additive blend to ensure compliance with the AASHTO M 320, Standard Specification for Performance Graded Asphalt Binder. No paving will be allowed until the asphalt binder/additive blend has been tested and the results meet the criteria in Section 2360.2G. The company/supplier adding the additive shall be responsible for testing the binder/additive blend to ensure compliance with the AASHTO MP -1, Standard Specification for Performance Graded Asphalt Binder. The testing shall be done in accordance with a MnDOT approved Asphalt Binder QC Plan. Requirements for the Asphalt Binder QC Plan are on file in the Bituminous Office. The following requirements for HMA mixture and asphalt binder must also be met when liquid anti -strip is added at the HMA plant site. Mixture Requirements at Design: 26 F4 1) The Contractor must design the mixture with the same asphalt binder that will be supplied to the plant site. (Both Laboratory Mixture Design (Option 1) and Modified Mixture Design (Option 2)). 2) The Contractor must provide documentation with either design option that includes Tensile Strength Ratio results with the liquid anti -strip dosed at the optimal rate. Documentation must include verification the binder/additive blend meets AASHTO M 320 at the optional dose rate. Contractor Production Testine Requirements for Asphalt Binder/Liguid Anti -Strip Blend: 1) The Contractor shall, on a daily basis, sample and test the asphalt binder/anti-strip blend. Testing of the blend can be by viscosity, penetration, or dynamic shear rheometer (DSR). When a polymer modified asphalt binder is specified, the Contractor shall use the DRS as the daily QC test. 2) The Contractor shall, on a weekly basis, send the Engineer and MnDOT Chemical Laboratory Director a weekly QC report summarizing the results of the daily testing as required in number 1. 3) The Contractor shall, on a bi-weekly basis, test the binder/anti-strip blend to ensure compliance with the AASHTO M 320, Standard Specification for Performance Graded Asphalt Binder (minimum 1/project). Test results shall be sent to the Engineer and MnDOT Chemical Laboratory Director. 4) In addition to the sampling requirements listed above, the Contractor shall obtain asphalt binder/anti-strip blend field verification samples according to 2360.4 E12. Liquid Anti -Strip Additive Meterine System: 1) The metering system shall include a liquid anti -strip flow meter in addition to an anti -strip pump. The flow meter shall be connected to the liquid anti -strip to measure and display only the anti -strip being fed to the asphalt binder. 2) The meter readout shall be positioned for convenient observation. 3) There shall be a means provided for comparing the flow meter readout with the calculated output of the anti -strip pump. See number 7. 4) The system shall display in units of liters [gallons] to the nearest liter [gallon] or in units of metric tons [tons] to the nearest 0.001 metric ton [0.001 tons], the accumulated anti -strip quantity being delivered to the mixer unit. 5) The system shall be calibrated and adjusted to maintain an accuracy of ± one percent error. 6) Calibration shall be required for each plant set-up prior to production of mixture. 7) The Engineer may require, on a daily basis, the Contractor "stick" the anti -strip tank at the end of the day's production to verify anti -strip usage quantities. 8) The system shall provide for a convenience method for sampling the binder/anti- strip after blending has occurred. 9) Alternative blending and metering systems must be pre -approved by the Engineer. Coating and Anti -Stripping Additive............................................................ 3161 27 IG Asphalt Binder Material I I I I 1 I 1 AASHTO MP -1 Asphalt binder material shall meet the requirements of PG asphalt binder testing tolerances, sampling rates, testing procedures, and acceptance criteria based on the most current MnDOT Technical Memorandum, titled "Inspection, Sampling, and Acceptance of Bituminous Materials." The PG asphalt binder cannot be modified with air blowing procedures unless the Department Bituminous Engineer approves it. The Contractor shall not use petroleum distillates such as fuel oil, diesel fuel or other fuels in the asphalt tanks. A statement shall be provided by the supplier for recommended laboratory mixing and compaction temperatures and field maximum mixing and compaction temperatures. GI Asphalt Binder Selection Criteria for All Mixtures with RAP Overlay Specified PG Asphalt Virgin n Asphalt Binder Grade to be used with y Binder Grade <_ 20% RAP > 20% RAP 64-22 64-22 64-28 Other PG Grades No ade adjustment I No grade adjustment New Specified PG Asphalt Construction (I) Binder Grade Virgin Asphalt Binder Grade to be used with RAP <_ 20% RAP > 20% RAP 52-34 52-34 Not allowed * 58-28 58-28 58-28 58-34 58-34 Not allowed * 64-28 64-28 64-28 64-34 64-34 Not allowed * Other PG Grades No grade adjustment Not allowed * * When approved by the Engineer, the virgin asphalt binder grade can be selected by using the blending chart procedure on file in the Bituminous Office. MnDOT may take production samples for information/verification of compliance with a specified asphalt binder grade. (1) Includes cold in-place recycle, reclaiming, and reconstruction. 3.02 MIXTURE DESIGN A Mixture Design General The asphalt mix may be designed using one of the following two Contractor trial mix design options. Review of mixture designs will be performed in the District Materials 28 Laboratory lab where the Project is located. The addition of aggregates and materials not included in the original mixture submittal is prohibited. It is the Contractor's responsibility to design a Marshall mixture in accordance with the most current AASHTO T-245, the Asphalt Institute's Mix Design Methods for Asphalt Concrete MS -2, and the MnDOT Laboratory Manual such that it meets the requirements of this specification. For Marshall design, the design air void content of the mixture is dependent on the mixture type, regardless of the location in the pavement structure. Design air void content for LV and MV mixtures is 3.0% and 3.5%, respectively. F 11 It is the Contractor's responsibility to design a gyratory mixture in accordance , with the most current AASHTO T-312, the Asphalt Institute's Superpave Mix Design Manual SP -2 (2 -hour short term aging period is used for volumetric), and the MnDOT Laboratory Manual such that it meets the requirements of this specification. For gyratory design, the design air void content of the mixture at design shall be 4.0% at the design number of gyrations (Nduign) for mixtures placed in the upper 100 mm [4 inches] of the finished surface. The design air void content of the mixture at design shall be 3.0% at the design number of gyrations (N&e ip) for mixtures placed at depths more than 100 mm [4 inches] from the surface and on all (wear and nonwear) shoulders that do not carry traffic. If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. U Design Air Void Requirement for Gvratory Mixtures *If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. **Shoulders that do not carry traffic. Laboratory Mixture Design (Option 1) Test results and documentation as described in Section 2360.3C shall be submitted with the materials described below for consideration by the Department Bituminous Engineer or District Materials Engineer to verify compliance with these specifications and to issue a Mixture Design Report. B1 Aggregate Sample At least 15 working days prior to the start of asphalt production, the Contractor shall submit to the Department Bituminous Engineer or the District Materials Engineer a 35 kg [SO pound] sample of representative aggregate retained on the 4.75 mm sieve [#4] and a 15 kg 29 SP Wear SP Non -wear SP Shoulder** Location from Surface < 100 mm [4 inch]* > 100 mm [4 inch]* All Wear and Non -Wear Air Voids 4.0% 3.0% 3.0% *If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. **Shoulders that do not carry traffic. Laboratory Mixture Design (Option 1) Test results and documentation as described in Section 2360.3C shall be submitted with the materials described below for consideration by the Department Bituminous Engineer or District Materials Engineer to verify compliance with these specifications and to issue a Mixture Design Report. B1 Aggregate Sample At least 15 working days prior to the start of asphalt production, the Contractor shall submit to the Department Bituminous Engineer or the District Materials Engineer a 35 kg [SO pound] sample of representative aggregate retained on the 4.75 mm sieve [#4] and a 15 kg 29 I [35 pound] sample of material passing the 4.75 mm sieve [#4] for quality testing. The ' Contractor shall provide 24 hour notice of intent to sample aggregates. These samples will be tested for quality of each source, class, type, and size of virgin and non -asphaltic salvage aggregate source used in the mix design. The Contractor shall retain a companion sample of ' equal size until a Mixture Design Report is issued. Quality requirements are defined in Section 2360.2C. Lei I 11 Aggregates that require the magnesium sulfate soundness test shall be submitted to the Department Bituminous Engineer or District Materials Engineer at least 30 calendar days prior to the start of asphalt production. Dispute resolution procedures for aggregate qualities are on file in the Bituminous Office. B2 Mixture Sample At least 7 working days prior to the start of asphalt production, the Contractor shall submit in writing a proposed Job Mix Formula (JMF) for each combination of aggregates to the Department Bituminous Engineer or District Materials Engineer for review. A Level II Quality Management mix designer must sign the proposed JMF. For each JMF submitted, the Contractor shall include test data to demonstrate conformance to mixture properties as specified in Table's 2360.3-132b and 2360.3-132c. The proposed JMF shall be submitted on forms approved by the Department. In addition, the Contractor shall submit an uncompacted mixture sample plus briquettes compacted at the optimum asphalt content and required compactive effort conforming to the JMF for laboratory examination and evaluation. Mixture sample size and number of compacted briquettes are as follows: Table 2360.3-132 MIXTURE SAMPLE REQUIREMENTS Item Gyratory Design Marshall Design Un -compacted Mixture Sample Size 30 Kg [75 ounds 18 Kg [40 pounds] Number of compacted briquettes 2 3 ' B2a Mixture Aggregate Requirements The aggregate fractions shall be sized, graded, and combined in such proportions ' that the resulting mixture will meet the requirements listed in Section 2360.2-E and Table 2360.3-132a shown below. I 30 Table 2360.3-132a MIXTURE AGGREGATE REQUIREMENTS 31 1 1 I I 1 I I I [1 Traffic Traffic Level 3 & Traffic Traffic SMA Aggregate Blend Property Level 2& MV Level 4 Level 5 LV T. Level 6 20 year Design ESAL's <l million 1 - 3 3-10 10-30 See SMA million million million Provisions Coarse Aggregate Angularity (ASTM D5821) 30/- 55/- 95/80 95/90 (one face / two face), %- Wear 30/- 551- 60/- 80/75 (one face / two face), %- NonWear Fine Aggregate Angularity (FAA) (AASHTO T304, Method A) 40(2) 42(l) 44 45 %- Wear 40(2) 40(l) 40 40 %-Non-Wear Flat and Elongated Particles, 10 10 max (2) % by weight, (ASTM - 10 (3:1 (3:1 - D 4791) (3:1 ratio) ratio ratio Clay Contenttz) (AASHTO T 176 - - 45 45 - Total Spall in fraction retained on the 4.75mm [#41 sieve 5.0 2.5 1.0 1.0 - Maximum Spall Content in Total Sample 5.0 5.0 1.0 1.0 - Maximum Percent Lumps in fraction retained on the 4.75mm 0.5 0.5 0.5 0.5 - [#41 sieve Class B Carbonate Restrictions Maximum%-4.75mm [-#4] Final Lift/All other Lifts 100/100 100/100 80/80 50/80 Maximum%+4.75mm [+#4] Final Lift/All other Lifts 100/100 100/100 50/100 0/100 Gyratory Max. allowable RAP 30/40 30/30 30/30 30/30 percentage Wear / Non Wear Marshal I Max. allowable RAP 30/40 30/30 percentage Wear / Non Wear 31 1 1 I I 1 I I I [1 1 1 1 1 1 (1) For Marshall design, the Contractor may determine —4 crushing by either FAA of uncompacted voids or calculation of crush from the composite blend. The choice must be made prior to start of production. Manufactured crushed fines requirement is 25%. RAP sand will be considered 50% crushed if the angularity index equals or exceeds 40, and 100% crushed if the angularity index equals or exceeds 45. (2) Not applicable under Marshall design. B2b Mixture Requirements Mixture evaluation will be based on the trial mix tests and the corresponding requirements listed in Table 2360.3-132b and Table 2360.3-B2c. 32 Table 2360.3-132b MIXTURE REQUIREMENTS 33 Traffic Traffic Traffic Traffic SMA Level 2 Level 3 Level 4 Level 5 T. Level 6 20 year Design ESAL's < I million 1 - 3 3-10 10-30 See SMA million million million Provisions Gyratory Mixture Requirements Gyrations for N;nital 6 7 8 8 - G rations for Ndea; n 40 60 90 100 - G rations for Nmaximum 60 90 140 160 - Air Voids, % -- Wear 4.0 4.0 4.0 4.0 - Air Voids, %-- Non -Wear 3.0 3.0 3.0 3.0 Gmm at N;nitlal -Wear < 91.5 % Gmm at N;n;tial - <_ 92.5 _< 90.5 <_ 90.0 Non -Wear - < 91.5 S 91.0 % Gmm at Nma><imum- Wear % Gmm at Nmmimum < 98.0 <_ 98.0 <_ 98.0 <- 98.0 - NonWear < 99.0 <_ 99.0 <_ 99.0 <_ 99.0 Tensile Strength Ratio (l1, 75 (2) 75 (2) 8031 8031 - min% Fines/Effective Asphalt 0.6-1.2 0.6-1.2 0.6- 1.2 0.6-1.2 - VFA,%-- Wear 65-78 65-78 65-76 65-76 NonWear 70-83 70- 83 70-82 70-82 Marshall Mixture Requirements LV MV Marshall Blows 50 50 Air Voids, oda 3.0 3.5 Tensile Strength Ratio 70(4) 70(4) ((> min% Stability, minimum N 5000 6000 [Ib f] [1125] [1350] Fines/Effective Asphalt Wear 0.6-1.30 0.6-1.30 Non -Wear 0.6-1.40 0.6-1.40 33 11 1 1 (1) See Section 2360.4 E9. Use 150mm [b inch] specimens for Marshall design. (2) MnDOT Min = 65, (') MnDOT Min = 70, 1 1 1 1 1 1 B2c VMA Criteria inch] specimens for gyratory and 100mm [4 (4) MnDOT Min = 60 The voids in mineral aggregate (VMA) of the mixture at design and during production shall meet the minimum criteria as shown in Table 2360.3-132c at the specified compaction level. VMA shall be calculated according to the procedures outlined in Asphalt Institutes SP -2 or MS -2 manual. VMA is a design and acceptance/process control requirement. Table 2360.3-132c VOIDS IN MINERAL AGGREGATE (VMA) MIXTURE REQUIREMENTS *Marshall designation. **For LV 4 and LV 5 mixes lower VMA requirements by 0.5% 1 B3 Tensile Strength Ratio Sample Mixture or briquettes that represent the mixture at optimum asphalt content, shall 1 be submitted at least 7 days prior to actual production for verification of moisture sensitivity retained tensile strength ratio (TSR). Material submitted for TSR verification may be tested for maximum specific gravity Gmm compliance in addition to TSR results. Failure to meet the G.. 1 tolerance will result in rejection of the submitted mix design. A new mix design submittal will be required and will be subject to provisions described in Section 2360.3C. One of the following options may be used to verify that the tensile strength ratio (TSR) meets the requirements in 1 Table 2360.3-132b. Option A) The Contractor will batch material at the design proportions including 1 optimum asphalt. Immediately (before curing) split the sample and allow samples to cool to room temperature. Submit 35 kg [77 pounds] of mixture to the District Materials Laboratory for curing and test verification. Both groups will use a two (2) hour cure time (±15 minutes) at 1 144°C [290"F] and follow procedures in ASTM D 4867-92, MnDOT modified as defined in the MnDOT Laboratory Manual. 1 Option B) The Contractor batches, cures (as indicated in option A), compacts, and submits briquettes and uncompacted mixture as specified below. 1 1 34 Coarse Mixture Fine Mixture VMA VMA Gradation % Pass 2.36 mm [#8] Minimum % Pass#81 2..36 mm Minimum A or 4* > 47 15.0** <_ 47 14.5* B or 3* > 39 14.0 <_ 39 13.5 C or 2* > 35 13.0 1 <35 1 12.5 5* - - 15.0** - -- E See SMA Provisions *Marshall designation. **For LV 4 and LV 5 mixes lower VMA requirements by 0.5% 1 B3 Tensile Strength Ratio Sample Mixture or briquettes that represent the mixture at optimum asphalt content, shall 1 be submitted at least 7 days prior to actual production for verification of moisture sensitivity retained tensile strength ratio (TSR). Material submitted for TSR verification may be tested for maximum specific gravity Gmm compliance in addition to TSR results. Failure to meet the G.. 1 tolerance will result in rejection of the submitted mix design. A new mix design submittal will be required and will be subject to provisions described in Section 2360.3C. One of the following options may be used to verify that the tensile strength ratio (TSR) meets the requirements in 1 Table 2360.3-132b. Option A) The Contractor will batch material at the design proportions including 1 optimum asphalt. Immediately (before curing) split the sample and allow samples to cool to room temperature. Submit 35 kg [77 pounds] of mixture to the District Materials Laboratory for curing and test verification. Both groups will use a two (2) hour cure time (±15 minutes) at 1 144°C [290"F] and follow procedures in ASTM D 4867-92, MnDOT modified as defined in the MnDOT Laboratory Manual. 1 Option B) The Contractor batches, cures (as indicated in option A), compacts, and submits briquettes and uncompacted mixture as specified below. 1 1 34 Table 2360.3-133 OPTION R MIXTURE REOIJiRF.MF.NTS Item Gvratory Desien Marshall Desi2n Un -compacted Mixture Sample Size 8,200 g 8,200 Number of compacted briquettes 6 9 Compacted briquette air void content 6.5-7.5% 6.0-8.0% BE mixture. " 150mm [6 inch] specimens for gyratory design I00mm [4 inch] specimens for Marshall design Aggregate Specific Gravity ............ AASHTO T84 and T85, MnDOT Modified The Contractor shall determine the specific gravity of all aggregate used in the C Documentation I J L Each proposed JMF submitted for review under Section 2360.3B and 2360.31 ' shall include the following documentation and test results. (1) The name(s) of the individual(s) responsible for the Quality Control of the mixture during production. (2) The low projects number on which the mixture will be used. (3) The percentage in units of 1 percent (except the 0.075 mm sieve [#200] in units of 0.1 percent) of aggregate passing each of the specified sieves for each aggregate to be incorporated into the mixture. The gradation of aggregate from salvaged asphaltic material shall be derived from the material after the residual asphalt has been extracted. (4) The source and description of the materials to be used. The aggregate pit or quarry source number. The proportion of each material (in percent of total aggregate). (5) The composite gradation based on (3) and (4) above. Note: Include virgin composite gradation based on (4) and (5) above for mixtures containing RAP. (6) The bulk (dry) and apparent specific gravities and water absorption (by % weight of dry aggregate) of both coarse and fine aggregate, for each product used in the mixture (including RAP). Use AASHTO T-84 and T-85 MnDOT modified as defined in the MnDOT Laboratory Manual. The tolerance allowed between the Contractor's and the Department's specific gravities are Gsb (individual) = 0.040 [+4 AND 4] and Gsb (combined) = 0.020. (7) The composite gradation plotted on a FHWA 0.45 power chart. (Federal form PR -1115) (8) For mixtures containing RAP include extracted asphalt binder content of the RAP with no retention factor included. (9) The percentage (in units of 0.1 percent) and PG grade of asphalt binder material to be added, based upon the total mass of the mixture. (10) When using laboratory mixture design Option I (2360.3B) or Option 2 (2360.3D), include the following: 35 L I I 1 1 I 1 I I I LJ 1 (a) A minimum of three different asphalt binder contents (minimum 0.4 percent between each point), with at least one point at, one above and one below the optimum asphalt binder percentage. (b) The maximum specific gravity at each asphalt binder content. The theoretical maximum specific gravity used for percent air voids determination shall be calculated based on the average of the effective specific gravities measured by a minimum of two maximum specific gravity tests at the asphalt contents above and below the expected optimum asphalt binder content. (c) The test results for the individual and average bulk specific gravity, density, and heights, of at least two specimens at each asphalt binder content. For Marshall design include the test results for the individual and average bulk specific gravity, density, height, stability, and flow of at least three specimens at each asphalt binder content. (d) The percent air voids in the mixture at each asphalt binder content. (e) The percent Voids in Mineral Aggregate (VMA) at each asphalt binder content. (f) The fines to Effective Asphalt (F/A) ratio calculated to the nearest 0.1 percent. (g) TSR results at the optimum asphalt binder content. (h) Graphs showing air voids, voids in the mineral aggregate, Gmb, Gmm and unit weight vs. percent asphalt binder content for each of the three asphalt binder contents submitted with trial mix. (11) Optional Add-Rock/Add-Sand Provisions If the Contractor chooses to use the add -material option to augment the submitted JMF, the Contractor shall provide samples of the aggregate for quality analysis in accordance with Section 2360.3131. The Contractor shall provide mix design data for two additional design points per add -material. One point shall show a proportional adjustment to the submitted JMF that includes 5 percent, by mass, add -material at the JMF optimum asphalt percent. The second point shall show a proportional adjustment to the submitted JMF that includes 10 percent, by mass, add -material at the JMF optimum asphalt percent. The following information will be reported for each of these two points: (a) The maximum specific gravity (average of two tests). (b) The test results for the individual and average bulk specific gravity, density, and height of at least two specimens at the optimum asphalt binder content. For Marshall design include the test results for the individual and average bulk specific gravity, density, height, stability, and flow of at least three specimens at the optimum asphalt binder content. (c) The percent air voids in the mixture for each point. (d) The Fines to Effective Asphalt ratio calculated to the nearest 0.1 of a percent. (e) Coarse and Fine Aggregate crushing counts kri Up to two add -materials will be allowed per mix design submittal. Aggregate quality and mix characteristics are required for each proposed add -material and shall be submitted at the time of the original trial mix submittal. No mixture sample or briquettes are required for these two additional points. Additional Documentation For: Gyratory Design (GI) The test results from the composite aggregate blend at the proposed JMF proportions indicating compliance with Coarse Aggregate Angularity and Fine Aggregate Angularity as shown in Table 2360.3-B2a. (G2) The design traffic level and the initial, design, and maximum number of gyrations Ni„itial , Ndesign, and Nmmimum• (G3) The temperature ranges the mixture is intended to be discharged from the plant and compacted at the roadway shall be provided by the asphalt binder supplier. Temperatures to be included are, laboratory mixing and compaction temperature ranges and maximum field mixing and compaction temperatures. (G4) Evidence that the completed mixture will conform to all specified physical requirements as follows: Design air Voids (V. ), VMA, VFA, TSR, F/Ae (Fines to effective asphalt ratio), Densification %G,,,,,, at Ninitial, Ndesign, and NMmdmum• (G5) Labeled gyratory densification tables and curves, generated from the gyratory compactor, for all points used in the mixture submittal. Marshall Design (Ml) The test results from the composite aggregate blend at the proposed JMF proportions indicating compliance with fine aggregate angularity uncompacted voids as shown in Table 2360.3-B2a. Or calculated -4.75 mm [-#4] crushing from the composite blend of the proposed JMF. Selection of either FAA or -4.75 mm [44] crushing shall be made at the time of mix design submittal. This selection will dictate the choice of method used for determination of compliance and acceptance for the duration of time the Mixture Design Report is in force. RAP sand will be considered 50% crushed if the angularity index equals or exceeds 40, and 100% crushed if the angularity index equals or exceeds 45. D Modified Mixture Design (Option 2) Test results and documentation as described in Section 2360.3C shall be submitted to the Department Bituminous Engineer or the District Materials Engineer to verify compliance with mix design requirements and issue a Mix Design Report. Mixture submittal is not required. The Contractor may use this option if all of the following conditions are met: 37 ' a) The aggregates in the proposed Mix Design Report have been used, in part, in other Mix Design Reports. Additionally, the aggregates must have been previously tested for and meet all applicable quality requirements in the current construction season. b) The Level II mix designer submitting the mixture design must have a minimum of 2 years experience in mixture design. c) The Contractor and his/her representatives cannot have violated the requirements of 1512 Unacceptable and Unauthorized Work relating to mixture design or mixture production within the last 12 month period. ' D1 IMF Submittal At least 2 working days prior to the start of asphalt production, the Contractor shall submit in writing a proposed Job Mix Formula (JMF) for each combination of aggregates to the Department Bituminous Engineer or District Materials Engineer for review. A Level II Quality Management mix designer must sign this proposed JMF. For each JMF submitted, the Contractor shall include documentation as outlined in Section 2360.3C to demonstrate conformance to mixture properties as specified in Table 2360.3-132b and 2360.3-B2c. The proposed JMF shall be submitted on forms approved by the Department. D2 Initial Production Test Verification At the start of production, the testing frequency for the first 1,800 metric tons [2,000 tons] of each mix type shall be as specified in Table 2360.4-D. All mixture placed on MnDOT projects shall meet the specified quality indicators and required field density. Failure to do so will result in reduced payment or removal and replacement with acceptable material. The Department shall take a mix verification sample within the first four samples ' at the start of production of each mix type. D3 Tensile Strength Ratio Sample See Section 2360AE9 D4 Marshall Stability (Marshall Design Only) On the first day of production, for each different mix design, at the same time the ' verification sample is obtained, an additional sample shall be obtained for City evaluation of Marshall stability. This sample may be tested at the discretion of the City Engineer. The Contractor is not required to test stability on production mixture. 38 If the Marshall stability fails to meet the minimum requirements as listed in Table 2360.3-132c, the Contractor shall stop production immediately. The Contractor will be required to submit a revised mix design, with bituminous mixture at optimum asphalt content, to the City Engineer. If the mixture meets the minimum stability requirement, production may be resumed. If the stability fails the second time, the Mix Design Report will be revoked. The Contractor will then be required to submit a new mix design according to Laboratory Mixture Design 2360.313, Option 1. A new Mix Design Report will be issued upon successful verification of the new mixture design submittal. E Mixture Design Report A Mixture Design Report consists of the JMF (Job Mix Formula). The JMF includes composite gradation, aggregate component proportions, asphalt binder content of the mixture, design air voids, Voids in Mineral Aggregate, and aggregate bulk specific gravity values. JMF limits will be shown for gradation control sieves, percent asphalt binder content, air voids, and VMA. Issuance of a Mixture Design Report confirms the mixture has been reviewed for and meets volumetric properties only. No guaranty or warranty, either express or implied, is made regarding placement and compaction of the mixture A Department reviewed Mixture Design Report is required for all paving except for small quantities of material provided under Section 2360.5H. All submitted materials must meet aggregate and mixture design requirements before a Mixture Design Report is issued. The Department will review two trial mix designs per mix type designated in the plan, per Contract at no cost to the Contractor. Additional mix designs will be verified at a cost of $2000 per design, payable to the Commissioner of Transportation. For city, county, and other agency projects, the Contractor shall provide to the City Engineer a complete project proposal including addenda, supplemental agreements, change orders, and any plan sheets (including typical sections) that affect the mix design. The City will not start the verification process without this information. 3.03 MIXTURE QUALITY MANAGEMENT (Quality Control/Quality Assurance) A Quality Control (QC) The Contractor shall provide and maintain a quality control program for HMA production. A quality control program is defined as all activities, including mix design, process control inspection, sampling and testing, and necessary adjustments in the process that are related to the production of a hot mix asphalt (HMA) pavement which meets the requirements of the specifications. Al Contractor Certified Plant HMA Ala Certification Procedure 39 I 1 ' The Contractor shall: (1) Complete application form and request for plant inspection. (2) Provide a site map of stockpile locations. (3) Pass plant and testing facility inspection by having the Plant Inspector and Bituminous Plant Authorized Agent complete and sign the Asphalt Plant Inspection Report (TP 02142-02, TP 02143-02). By signing the Asphalt Plant Inspection Report, the HMA plant authorized agent agrees to calibrate and maintain all plant and laboratory equipment within allowable tolerances set forth in these specifications and the MnDOT Bituminous Manual. (4) Obtain a Mixture Design Report prior to production. tAlb Maintaining Certification To maintain certification, the plant must produce, test, and document all certified plant asphalt mixtures in accordance with the above requirements on a continuous basis. Continuous basis means all asphalt mixtures supplied from a certified plant to any Department project with 2360 asphalt mixtures must be sampled and tested in accordance with 2360 ' requirements and the Schedule of Materials Control. The Contractor shall assure the plant certification procedure is performed annually after winter suspension and before producing material for a Project. In addition, a first-day sampling and testing frequency rate as stated in Table 2360.4-D shall be followed. 1 The Contractor shall recertify a plant when it is moved to a new location or a previously occupied location. IAlc Revocation of Plant Certification The Department Construction Engineer may revoke certification of an asphalt plant when requirements are not being met or records are falsified. The Department may revoke the Technician Certification for the individual involved. 1 The Department Bituminous Engineer and Department Contract Administrator will maintain a list of companies who have had their asphalt plant certification revoked. ' B Quality Assurance (QA) The Department will perform QA testing as part of the acceptance process. The Engineer is responsible for QA testing, records, and acceptance. The Engineer will accomplish the QA process by: ' 40 (1) Conducting Quality assurance and verification sampling and testing. (2) Observing sampling and tests performed by the QC personnel. (3) Taking additional samples at any time and any location during production. (4) Monitoring the required QC summary sheets and control charts. (5) Verifying calibration of laboratory testing equipment. (6) Communicating MnDOT test results to the Contractor's QC personnel in a timely manner. (7) Ensuring Independent Assurance Sampling and testing requirements are met. C Contractor's Quality Control C I Personnel Requirements Along with the proposed mix design data, the Contractor shall submit to the Engineer an organizational chart listing the names and phone numbers of individuals and alternates responsible for mix design, process control administration, and inspection. The Contractor shall also post a current organizational chart and if required by the Engineer, post a daily roster of individuals performing QC testing in the Contractor's test facility. The Contractor's quality control organization or private testing firm shall have Certified Technicians who have met the requirements on file with the Department's Technical Certification program. Individuals performing process control testing must be certified as a Level I Bituminous Quality Management (QM) Tester. Individuals performing mix design calculations or mix design adjustments must be certified as Level II Bituminous QM Mix Designer. The Contractor shall have a Certified Level II Bituminous QM Mix Designer available to make any necessary process adjustments. The Contractor shall have a minimum of one person per paving operation certified as a Level II Bituminous Street Inspector. C2 Laboratory Requirements: The Contractor shall furnish and maintain a laboratory at the plant site or other site as approved by the Engineer. The laboratory shall be famished with the necessary equipment and supplies for performing Contractor quality control testing. The laboratory equipment shall meet the requirements listed in Section 400 of the MnDOT Bituminous Manual and these specifications, including having extraction capabilities. The laboratory shall be calibrated, and operational prior to the beginning of production. In addition to the requirements listed above, the laboratory shall be equipped with a telephone for use by the Contractor or the Engineer. A fax machine and copy machine shall be available for use by the Contractor or the Engineer at the laboratory site. The laboratory shall also include a computer and printer. The computer must be capable of running Microsoft Excel 97 or newer version. The printer must be able to print control charts. The Engineer shall be allowed to inspect measuring and testing devices to confirm both calibration and condition. The Contractor shall calibrate and correlate all testing equipment in accordance with the latest version of the MnDOT Bituminous Manual. 41 I 1 D Sampling and Testing The Contractor shall ensure that all QC samples are taken at random locations. ' Random number generation and determination of random sample location shall be consistent with the MnDOT Bituminous Manual Section 5-693.7 Table A or Section 5 of ASTM D3665. The Engineer may approve alternate methods of random number generation. The tests for mixture properties shall be conducted on representative portions of the mix, quartered from a larger sample of mixture taken from behind the paver, or when ' approved by the Engineer, an alternate sampling location. The procedure for truck box sampling, an alternate sampling location, is on file in the Bituminous Office. When an alternate sampling location is approved and used by the Contractor, the daily verification sample must still be taken from behind the paver. The Contractor shall obtain a sample of at least 25 kg [55 pounds]. This sample ' may be either split in the field or transported to the test facility by a method to retain heat to facilitate sample quartering procedures. The Contractor shall store and retain mixture bulk samples and companion samples for the Department for a period of 7 working days. The Contractor shall maintain these split samples in containers labeled with companion numbers. The Contractor shall perform QC sampling and testing according to the following schedule. Determine the planned tonnage for each mixture to be produced during the production day. Divide the planned production by 1000. Round the number to the next higher whole number. This number will be the number of production tests required for that mixture. ' Required production tests are listed in Table 2360.4-E. Split the planned production into even increments and select sample locations as described above. If actual tonnage exceeds planned tonnage additional tests may be required. During production, mixture volumetric property tests `I h will not be required when mix production is less than 270 metric tons [300 tons]. However, production tests will be required when the accumulative tonnage on successive days exceeds 270 metric tons [300 tons]. At the start of production, the testing frequency for the first 1800 metric tons [2,000 tons] of each mix type shall be as follows: 42 Table 2360.4-D PRODUCTION START-UP TESTING R ATFS Production Test Testing Rates Test Reference Section Bulk Specific Gravity 1 test per 450 metric tons [500 tons] AASHTO T312,TI66 MnDOT 2360.4E modified 2 1 test per 450 metric tons [500 tons] AASHTO T209 MnDOT modified 2360.4E Maximum Specific Gravity 3 1 test per 450 metric tons [500 tons] AASHTO T269, T312 2360.4E Air Voids (calculated) 4 I test per 450 metric tons [500 tons] Bit & Lab Manual 2360.4E Asphalt Content 1 1 test per 450 metric tons [500 tons] AI MS 2 & SP 2 2360.4E VMA (Calculated) 5 1 test per 900 metric tons [1000 tons] AASHTO TI I & T27 2360.4E Gradation 6 1 test per 900 metric tons [1000 tons] ASTM D5821 2360.4E Coarse Aggregate Angularity 7 Fine Aggregate Angularity FAA n1 1 test per 900 metric tons [1000 tons] AASHTO T304, Method A 2360.4E 8 (1) Marshall design allows-4.75mm [-#4] manufactured crushed fines calculation per MnDOT Bituminous Manual E Production Tests When more than one MnDOT approved test procedure is available, the Contractor shall select, with the approval of the Engineer, one method at the beginning of the Project and use that method for the entire Project. The Contractor and Engineer may agree to change test procedures during the construction of the Project. 43 I 1 1 I Table 2360.4-E PRODUCTION SAMPLING AND TESTING RATES Production Test Sampling/resting Rates Test Reference Section Bulk Specific Gravity Divide the planned production by 1000. Round the AASHTO T312, T245 T166 2360AE2 Chemical Extraction ...............MnDOT number to the next higher whole number. MnDOT mod (d) Meter Method (Virgin only) .......................................MnDOT Bituminous Manual AASHTO T209 MnDOT Maximum Speck modified 2360.4E3 Gravity AASHTO T269, T312 Air Voids (calculated) 2360.4E4 Bit & Lab Manual Asphalt Content 2360.4E1 Al MS 2 & SP 2 VMA (Calculated) 2360.4E5 1 gradation per 1,800 metric tons [2,000 tons], or AASHTO TI I & T27 Gradation portion thereof (minimum of one per day) 2360AE6 2 tests/day for a minimum of 2 days, then 1 per day if ASTM D5821 Coarse Aggregate CAA is met. If CAA >8%of requirement, 1 sample/day 2360AE7 Angularity but test l/week Fine Aggregate 2 tests/day for a minimum of 2 days, then 1 per day if AASHTO T304, Method A Angularity (FAA)") FAA is met. If FAA >8% of requirement, l sample/day 2360AE8 but test 1/week. TSR I' sample at 5,000 tons or by second day of production, ASTM D4867 MnDOT 2360AE9 then sample at every 18,000 metric tons 120,000 tonal modified Aggregate Specific I per 9,000 metric tons [10,000 loos] AASHTO T84 & T85, 2360.4E1 GravityMnDOT modified 0 Mixture Moisture Daily unless exempted by Engineer MnDOT 5-693.950 2360.4E1 Content I 14 Sample 1" load (each grade) then 1 per 1,000,000 liter MnDOT 5-693.920 236 11 Asphalt Binder [250,000 gallon -sample size 1quart.] 2 (1) Marshall design allows-4.75mm [-#4] manufactured crushed fines calculation per MnDOT Bituminous Manual ' (1) Incinerator Oven may not be used when the percentage of Class B material exceeds 50% within the composite blend, unless a correction factor is determined by the Contractor and approved by the District ' Materials Engineer. E2 Marshall Bulk Specific Gravity, Groh (3 specimens) AASHTO T166, ' MnDOT Modified, or 44 El Asphalt Binder Content ((ab) Spot Check (Virgin only)............................................MnDOT Bituminous Manual Incinerator Oven(1) ............................... MnDOT Laboratory Manual Method 1853 ' (c) Chemical Extraction ...............MnDOT Laboratory Manual Method 1851 or 1852 (d) Meter Method (Virgin only) .......................................MnDOT Bituminous Manual ' (1) Incinerator Oven may not be used when the percentage of Class B material exceeds 50% within the composite blend, unless a correction factor is determined by the Contractor and approved by the District ' Materials Engineer. E2 Marshall Bulk Specific Gravity, Groh (3 specimens) AASHTO T166, ' MnDOT Modified, or 44 Eta Gyratory Bulk Specific Gravity, Gmb (2 specimens)...... AASHTO T312, T166, MnDOT Modified E3 Maximum Specific Gravity, Gmm...............AASHTO T209, MnDOT Modified E4 Air Voids - Individual and Isolated (calculation) ........... AASHTO T269, T312 Isolated air voids are calculated using the maximum mixture specific gravity and the corresponding bulk specific gravity from a single test. Individual air voids are calculated from the maximum specific gravity moving average and the bulk specific gravity from that single test. For gyratory design, compaction shall be conducted to Nmax;mum and calculations for %Gmm at N;n&iat and N&,s gn shall be determined by applying the calculated correction factor as described in the Asphalt Institute SP 2 manual. Production control for % G. at N;n;nai and Nmazjmum shall not exceed the limit shown in Table 2360.3-132b by more than 1.0 %. Mixture produced beyond these limits, as measured by the moving average of four tests, may result in a cancellation of the Mix Design Report. A new mix design and submittal that satisfies these specification criteria may be required. E5 Voids Mineral Aggregate (VMA) (calculation)... Asphalt Institute MS -2, SP -2 E6 Gradation - Blended Aggregate.......... AASHTO T-11 & T-27 Testing to determine the blended aggregate gradation shall be determined every 1800 metric tons [2,000 tons], or portion thereof (minimum of one per day), on samples taken at the same time as the required mixture sample for a given increment. All gradations require a - 0.075 mm [42001 wash. (a) Virgin Aggregate Mixtures - Drum or Screenless Plants Belt Samples or extracted production samples. (b) All Other Mixtures: 1. Hot Bins - Drybatch (Optional) 2. Incinerator Oven MnDOT Laboratory Manual Method 1853 (Optional) except samples that contain over 50% class B. (1) 3. Extraction MnDOT Laboratory Manual Method 1851 or 1852 (Optional) (1) Incinerator Oven may not be used when the percentage of Class B material exceeds 50% within the composite blend, unless a correction factor is determined by the Contractor and approved by the District Materials Engineer. C" I ' E7 Coarse Aggregate Angularity .........................................................ASTM D5821 CAA test results shall meet the minimum percent fractured faces as shown in Table 2360.3-132a. ASTM D-5821 shall be used to determine coarse aggregate angularity on the composite blend from aggregates used in production of hot mix asphalt. Mixtures that contain virgin aggregates may be tested from composite belt samples. Mixtures that contain RAP must be tested from extracted aggregates taken from standard production samples. The percentage of fractured faces of the composite aggregate blend less than 100% shall be tested at the following rates: ' (1) Perform two tests per day for each mixture blend for a minimum of two days and then one per day if the test samples meet CAA requirements. ' (2) If CAA crushing test results exceed 8 percent of the requirement, take one sample per day and perform one test per week. ' CAA results must be reported on the test summary sheet. Mixture placed and represented by results below the minimum requirement, as shown in Table 2360.3-132a, will be subject to reduced payment as outlined in Table 2360.4-L3. Tonnage subjected to reduced ' payment shall be calculated as the tons placed from the sample point of the failing test until the sampling point when the test result is back within specifications. E8 Fine Aggregate Angularity ............................................ASTM C1252 Method A FAA test results shall meet the minimum criteria shown in Table 2360.3-B2a. ' ASTM C1252 Method A shall be used to determine fine aggregate angularity on the composite blend from aggregates used in production of HMA. Mixtures that contain virgin aggregates may be tested from composite belt samples. Mixtures that contain RAP must be tested from extracted ' aggregates taken from standard production samples. The percentage of uncompacted voids from the composite aggregate blend shall be tested at the following rates. (1) Perform two tests per day for each mixture blend for a minimum of two days and then one per day if the test samples meet FAA requirements. (2) If FAA test results exceed 5 percent of the requirement, take one sample per day ' and perform one test per week. Ella - 4.75 mm [-#4] Manufactured Crushed Fines ................ (calculation) MnDOT ' Bituminous Manual Under Marshall design, when the -4.75 mm [-#4] crushing is calculated, ' adjustments in target values from the composite blend must be made at the end of each day's paving. If the target quantity (percent of -4.75 mm [-#4] to be crushed) changes due to mixture proportion or composite gradation change, a new target shall be established for the next day's ' paving. E9 Field Tensile Strength Ratio (TSR)................ASTM D4867 MnDOT Modified ' 46 A TSR sample shall be obtained within the first 4,500 metric tons [5,000 tons] of HMA produced or by the second day of production, whichever comes first, to verify tensile strength ratio (TSR). These samples may be tested at the discretion of the District Materials Engineer. If the Materials Engineer requires the samples to be tested, both the Contractor and the Department will be required to test these samples within 72 hours after it is sampled. Sample size shall be 50 kg [110 pound] minimum and split in half to provide a sample for the Department and the Contractor. The Department companion of this split shall be labeled with the date, time, Project number and approximate cumulative tonnage to date. The Department companion shall be given to the Department Street Inspector or Plant Monitor immediately or delivered to the District Materials Engineer within 24 hours of sampling, as specified by the Engineer. Mixture samples shall be taken from behind the paver unless the Engineer approves an alternate sampling location. Specimen size shall be 100 mm [4 inch] for Marshall mix design and 150 nun [6 inch] for gyratory design The Contractor may test the sample at a permanent lab site or a field lab site. Additional HMA mixture samples for TSR evaluation shall be sampled at a rate of 1 per 18,000 metric tons [20,000 tons] increments for all mixtures produced on the Project. These samples may be tested at the discretion of the District Materials Engineer. If the Materials Engineer requires the samples to be tested, both the Contractor and the Department will be required to test these samples. Minimum acceptable TSR values for design and production are shown in Table 2360.4-E9. The Contractor shall stop production immediately if minimum TSR requirements are not met. The Contractor will not be allowed to resume production until anti -strip has been added to the asphalt binder. Determination of who is responsible for the cost of the anti -strip is outlined in Tables 2360.4E9A, 2360AE913, and 2360.4E9C. When MnDOT is responsible for the cost of the anti -strip, payment will be made only for the cost of the anti -strip for mixtures placed on that project. MnDOT will not reimburse the Contractor for any delay costs associated with making changes related to this testing. Tnhte 2360_d -R9 Mixture Type- - Minimum TSR LV and MV Gyratory Traffic Level Traffic Level 4-5 2-3 Contracto MnDOT Contractor MnDOT Contractor MnDOT r 70% 1 60% 75% 1 65% 80% 1 70% Table 2360.4-E9A LV and MV Contractor Mixtures >70 <70 MnDOT >60 NA MnDOT <60 Contractor Contractor 47 Ll ' Table 2360.4-E9B Gyratory Contractor Level 2-3 >75 <75 MnDO >65 NA MnDOT t T 1 <65 Contractor Contractor Table 2360.4-E9C Gyratory Level Contractor 4-5 >80 <80 ' MnDOT>70 NA MnDOT <70 Contractor Contractor ' Another sample shall be taken and tested within the first 450 metric tons [500 tons] after production resumes. If the re -test fails to meet the minimum specified value the Contractor shall stop production immediately. Production cannot resume until the Contractor has discussed, with the Engineer, a proposal for resolving the problem. The Contractor shall not operate below the specified minimum TSR on a continuing basis. A continuing basis shall be defined as 2 or more successive tests failing the TSR requirements. ' The following conditions will automatically require a sample to be taken and tested: 1 1. A proportion change of more than 10 percent (from the currently produced mixture) for a single stockpile aggregate. ' 2. The discretion of the Engineer. Dispute resolution procedures for TSR are on file in the Bituminous Office. 1 E10 Aggregate Specific Gravity (Gsb).. AASHTO T84 and T85, MnDOT modified Samples of all aggregate stockpiles shall be collected on each aggregate used in the production mixture, at a rate of one sample per 9,000 metric tons [10,000 tons] mixture produced. These samples shall be taken at random as directed by the Engineer. These representative stockpile samples shall be 40 kg [90 pounds] of each aggregate component. Each sample shall be split in half to provide a sample for the Department and the Contractor. The Department companion shall be labeled with date, time, Project number and approximate ' cumulative tonnage to date. The Department companion shall be given to the Department Street Inspector or Plant Monitor immediately or delivered to the District Materials Engineer within 48 hours of sampling, as specified by the Engineer. These samples may be tested. Tested samples will be compared to the Contractor's values on the Mix Design Report. If the results deviate beyond the ' tolerance specified in Table 2360.4-M, the dispute resolution procedure on file in the Bituminous Office will be utilized. Any mixture placed following notification of new specific gravity values will be based upon Department results unless proven incorrect. The Contractor shall be notified 1 ' 48 I when new specific gravity values become available and what impact this will have on the ' calculated VMA. Ell Moisture Content.....................................................................MnDOT 5-693.950 Provide a mixture with a moisture content not greater than 0.3 percent. The moisture content in the mixture shall be measured behind the paver or alternate approved ' sampling method on file in the Bituminous Office. Sampling and testing shall be conducted by the Contractor on a daily basis unless exempted by the Engineer. Sampling and testing is suggested when rain on stockpiles exceed more than 5 mm [0.2 inch] in a 24 hour period. The ' sample shall be stored in an airtight container. Microwave testing is prohibited. HMA that exceeds 0.3% moisture content is unacceptable. The Contractor shall ' take appropriate action to remove excess water from the mixture. This action may include reducing the production rate, mixing stockpile aggregates prior to placement into the feed bins, and use of covered stockpiles. , E12 Asphalt Binder Samples The Contractor shall sample the first shipment of each type of asphalt binder, then ' sample at a rate of one per 1,000,000 liters [250,000 gallons]; sample size shall be LOL [1 quart]. All samples shall be taken in accordance with the MnDOT Bituminous Manual , 5-693.920. Sampling shall be conducted by Contractor and monitored by the Inspector. Promptly submit the sample to the Department Materials Laboratory in Maplewood. The Contractor shall record sample information on Asphalt Sample Identification Card. , F Documentation (Records) The Contractor shall maintain documentation, including test summary sheets and , control charts, on an ongoing basis. The Contractor shall also maintain a file of gyratory specimen heights for all gyratory compacted samples and test worksheets. Reports, records, and , diaries developed during the progress of construction activities for the Project, shall be filed as directed by the Engineer and will become the property of the Department. The Contractor shall: (1) Number test results in accordance with standard Department procedures and , record on forms approved/supplied by the Department. (2) Facsimile all production test results on test summary sheets to the District , Materials Laboratory and to other sites as requested by the Engineer, by 11 AM of the day following production. ' (2a) Include the following production test results and mixture information on the Department approved test summary sheet. , 49 I 1 I 1 1 1 11 1 1 I 11 Percent passing on sieves listed in Table 2360.2-E 2. Coarse and fine aggregate crushing. 3. Maximum specific gravity (Gm„). 4. Bulk specific gravity (Gmb)• 5. Percent asphalt binder content (Pb). 6. Calculated production air voids (V.). Gyratory design shall also include %G,,,,,, at N; itw , %G,,,,,, at Ndw;sn , and % Gm,,, at Nmuimum 7. Calculated voids in mineral aggregate (VMA). 8. Composite aggregate specific gravity (Gsb) reflecting current proportions. 9. Aggregate proportions in use at the time of sampling. 10. Tons where sampled. 11 Cumulative tons. Ila. Tons Represented by Test. 12. Fines to effective asphalt ratio (F/A,). 13. Signature Line for MnDOT and Contractor Representative. 14. Mixture Moisture Content. 15. MnDOT verification sample test result. (2b) Submit copies of all failing test results to the Engineer on a daily basis. (3) Provide the Engineer with asphalt manifests of BOL's on a daily basis. (4) Provide a daily plant diary to include a description of QC actions taken (adjustment of cold feed percentages, changes in JMFs, etc.) include all changes or adjustments on the test summary sheets. (5) Provide weekly truck scale spot checks. (6) Provide a Department approved accounting system for all mixes and provide a daily and final Project summary of material quantities and types. (6a) Provide a final hardcopy summary of all quality control test summary sheets and control charts at completion of bituminous operations on the Project to the Engineer. Because Certified Plant test data often represents test data for multiple projects, it may be necessary to make duplicate copies of the data for each project. The Contract shall also submit a diskette of the quality control summary sheets, control charts and density worksheets to the Bituminous Engineer. (7) Furnish an automated weigh scale and computer generated weigh ticket. The ticket shall indicate project number, mix designation (including binder grade), Mixture Design Report#, truck identification and tare, net mass, date and time of loading. Any deviations from the minimum information to be provided on the computer generated weigh ticket must be approved by the Engineer in writing. (8) Charts and records for a mixture produced at one plant site shall be continued from contract to contract. 50 G Documentation (Control Charts) The following data shall be recorded on the standardized control charts, all control charts and summary sheets shall be computer generated using software approved by the Engineer. Software is available from the MnDOT Bituminous Office at www.mrr.dot.state.mn.us/pavement/bituminous/bituminous.asp. (1) Blended aggregate gradation, include sieves shown in Table 2360.2-E for specified mixture. (2) Percent asphalt binder content (Pb) (3) Maximum specific gravity (G,n,,,) (4) Production air voids (V.) (5) VMA Individual test results shall be plotted for each test point. A solid line shall connect individual points. The moving average for each test variable shall be plotted starting with the fourth test. A dashed line shall connect the moving average points. The Department's quality assurance and verification test results shall be plotted with asterisks. Specification JMF limits shall be indicated on the control charts using a dotted line. The Engineer may waive the plotting of control charts. H JMF Limits The production air voids and VMA are based upon the minimum specified requirements as shown in Tables 2360.3-132b and 2360.3132c. Gradations and asphalt binder content limits are based upon the current Department reviewed Mixture Design Report. Gradation control sieves include each sieve shown in Table 2360.2-E. The mixture production targets are listed on the Mixture Design Report. JMF limits are the target plus or minus the limits shown in Table 2360.4-H. JMF limits are used as the criteria for acceptance of materials based on the moving average. A moving average is the average of the last four test results. 51 [1 1 1 11 Table 2360.4-H JMF Limits (N=41 Item JMF Limits VMA, % -0.3 Production Air Voids, % t 1.0 Asphalt Binder Content, % -0.4 Sieve - % Passing* 25, 19, 12.5, 9.5, 4.75 mm [1 inch, 3/4 inch, 1/2 inch, 3/8 inch, #4 } 7 2.36 mm [#81 6 0.075 mm #200 t 2.0 *JMF limits are not allowed outside the broadband requirements in Table 2360.2-E. JMF Bands ' JMF Bands are defined as the area between the target, as identified on the Mixture Design Report, and the JMF limits. ' J JMF Adjustment ' The Contractor shall begin mixture production with the materials (gradation, asphalt content, and aggregate proportions) closely conforming to the reviewed Mixture Design Report. Closely conforming shall be defined as aggregate proportions within 5 percent of the design proportions and other mixture parameters within the JMF limits in Table 2360.4-H. This ' requirement may be waived if the Contractor provides the District Materials Laboratory with prior documented production data showing how production affects the mixture properties or if the Contractor provides the District Materials Laboratory with a written justification or ' explanation of material changes since the original mixture submittal. ' If, during production, the Contractor determines from results of QC tests that adjustments to the mix design are necessary to achieve the specified properties, the following provisions shall apply. ' The Contractor may make a request for a JMF adjustment to the Department Bituminous Engineer or District Materials Engineer. The requested change will be reviewed for the Department by a Certified Level II Bituminous QM Mix Designer. If the request meets the design requirements in Tables 2360.3-132a and 2360.3-B2b, a revised Mixture Design Report shall be issued. Each trial mixture design submittal as described in Section 2360.3A may have three JMF adjustments per mixture per project without charge. Additional JMF adjustments ' requested must be accompanied with a $500 fee per each additional JMF adjustment, payable to the Commissioner of Transportation. ' If a JMF change is requested for the 0.075 mm [#200] sieve, the Fines to Effective Asphalt Ratio shall be determined on the moving average from the previous four gradation tests conducted during actual production. The adjusted JMF shall be within the '52 mixture specification gradation design broadbands shown in Section 2360.213. Should a redesign of the mixture become necessary, a new JMF shall be submitted. The JMF asphalt content may only be reduced if the production VMA meets or exceeds the minimum VMA requirement for the mixture being produced. Adjustments will be made as a result of an interactive process between the Contractor, Engineer, and District Materials Engineer. Consecutive requests for JMF adjustments, without production data, are not allowed. The calculation of the moving average shall continue after the JMF has been approved. Jl JMF Adjustment for Proportion Change > 10% If a JMF adjustment is requested for a proportion change exceeding 10% (from the currently produced mixture) for a single stockpile aggregate, supporting production test data from a minimum of four tests run at an accelerated testing rate of 1 test per 450 metric tons [500 tons] must be included with the request for adjustment. In addition to the requirements listed above, acceptable verification and approval of the requested JMF will be based on individual and moving average test results. Individual test results must be within twice the requested JMF limits for percent asphalt binder, production air voids, and VMA. Individual gradation must be within twice the requested JMF bands. The moving average values must be within the control limits of Table 2360.4-H. The calculation of the moving average shall continue after the change in proportions. If the mixture meets the specified quality indicators, the request for JMF adjustment will be signed by the District Materials Laboratory and considered effective from the point the proportion change was made. Failure to meet the quality indicators will result in reduced payment or removal and replacement with acceptable material. Consecutive requests for JMF adjustments without production data are not allowed. K Corrective Action -- Percent Asphalt Binder Content, VMA, and Gradation and Production Air Voids When the moving average values trend toward the JMF limits, the Contractor shall take corrective action. The corrective action taken shall be documented on summary sheets and, if applicable, a request for JMF adjustment shall be submitted to the District Materials Engineer for review and approval. All tests shall be part of the project files and shall be included in the moving average calculations. The Contractor shall notify the Engineer whenever the moving average values exceed the JMF limits. L Failing Materials The determination of price adjustments for failing materials will be based on the criteria outlined in this Section. Material acceptance is based on individual and moving average test results. Isolated test results are used for acceptance of air voids at the start of mixture production. Generally, individual test results which are more than twice the JMF bands are 53 I 1 considered failing. Moving average test results are considered failing when they exceed the JMF limits. ' If the moving average values exceed the JMF limits, the Contractor shall stop production and make adjustments. The Contractor shall restart production only after notifying the Engineer of the adjustments that have been made. Testing shall resume at the accelerated 1 I 1 1 J rates and for the tests listed in Table 2360.4-D for the next 1800 metric tons [2,000 tons] of mixture produced. The calculation of the moving average shall continue after the stop in production. Mixture produced where the moving average of four exceeds the JMF limits shall be considered unsatisfactory and subject to requirements of Section 2360AL2, L2a, L2b, and L2c. Individual test failures are discussed in Section 2360AL1, Lla, and Llb. When the total production of a mixture type for the entire project requires less than four tests, a moving average will be established based on the tests taken. Acceptance of material will be consistent with the criteria outlined in Section 2360.41, and will be based on the following modifications to the JMF limits: For two tests, establish the new JMF limits by multiplying the JMF limits listed in Table 2360.4-H by 1.41; for three tests, establish the new JMF limits by multiplying the JMF limits listed in Table 2360.4-H by 1.15. For moving average gradation, the modified JMF limit cannot exceed the broadband requirements in Table 2360.2-E. When the Contractor's testing data fails to meet specified tolerances as listed in Table 2360.4-M, quality assurance/verification data shall be used in place of the Contractor's data to determine the appropriate payment factor. Ll Isolated Failures at Mixture Start -Up — Production Air Voids At the start-up of mixture production, before a moving average of four can be established the first three (3) isolated test results for production air voids will be used for acceptance. Isolated production air voids are calculated by using the maximum mixture specific gravity and the corresponding bulk specific gravity from that single test. After four (4) samples have been tested and a moving average of four can be established, acceptance will be based on individual and moving average production air voids. If, at the start of production, any of the first three (3) isolated test results for production air voids exceeds twice the JMF bands from the target listed on the Mixture Design Report, the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the isolated test result is back within twice the JMF bands. When the failure occurs at the first test, after the start of production, the tonnage subjected to reduce payment shall be calculated as described above and shall include the tonnage from the start of production. When isolated air voids are less than 1.0% or greater than 7.0% the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the 54 mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. To better define the area to be removed and replaced the Engineer may require the Contractor to test in-place mixture. This may include testing mixture placed prior to the failing test result. Reduced payment will be 50 percent of the Contract bid price. L2 Individual Failure at Mixture Start -Up — VMA At the start-up of mixture production, before a moving average of four can be established, the first three (3) individual test results for VMA will be used for acceptance. After 4 samples have been tested and a moving average of four can be established, acceptance will be based on individual and moving average VMA. If, at the start of production, any of the first three (3) individual VMA test results exceeds twice the JMF bands from the target listed on the Mixture Design Report, the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the test results are back within twice the JMF limits. When the failure occurs at the first test, after the start of production, the tonnage subjected to reduce payment shall be calculated as described above and shall include the tonnage from the start of production. L3 Individual Failure - Gradation, Percent Asphalt Binder, Production Air Voids, and VMA Table 2360.4- L3 REDUCED PAYMENT SCHEDULE FOR INDIVIDUAL TEST RESULTS Item Pay Factor ti) Gradation 95% Coarse and Fine Aggregate Crushin 90% VMA 85% Asphalt Binder Content 85% Production Air Voids (individual 12 and isolated (3) 70% (1) Lowest Pay Factor applies when there are multiple reductions on a single test. (2) Individual air voids are calculated using the moving average maximum specific gravity and the bulk specific gravity from that single test. (3) Isolated air voids are calculated from the maximum specific gravity and the bulk specific gravity from that single test. Isolated void test results are used for acceptance only for the first 3 tests after mixture production start-up. If the individual gradation test exceeds twice the JMF bands from the target listed on the Mixture Design Report the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage represented by the individual test. 55 I 1 ' If the individual tests for percent asphalt binder content, production air voids, or VMA exceeds twice the JMF bands from the target listed on the Mix Design Report the material ' is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage placed from the sample point of the failing test until the sample point when the test result is back within twice the JMF limits. When the failure occurs at the first test ' after the start of daily production, tonnage subjected to reduced payment shall be calculated as described above and shall include the tonnage from the start of production. ' When individual air voids are less than 1.0% or greater than 7.0% the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the ' work. To better define the area to be removed and replaced the Engineer may require the Contractor to test in-place mixture. This may include testing mixture placed prior to the failing test result. Reduced payment will be 50 percent of the Contract bid price. ' L4 Moving Average Failure at Mixture Start -Up - Production Air Voids When a moving average failure occurs within any of the fust 3 moving average results after mixture start-up (tests 4, 5, 6), the mixture will be considered acceptable if the individual air void, corresponding to the moving average failure is within the JMF limits. If the ' individual air void is not within the JMF limit, the mixture will be considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. The Engineer may waive the penalty if the isolated air void corresponding to the ' individual air void is within the IMF limit. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 50 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as ' the tons placed from the sample point of the failing moving average result and corresponding individual air void beyond the JMF limit to the sampling point when the individual test result is back within the JMF limit. L5 Moving Average Failure at Mixture Start -Up - VMA When a moving average failure occurs within any of the first 3 moving average results after mixture start-up (tests 4, 5, 6), the mixture will be considered acceptable if the individual VMA, corresponding to the moving average failure is within the JMF limits. If the individual VMA is not within the JMF limit, the mixture will be considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 75 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons placed from the sample point of the failing moving average result and corresponding individual VMA beyond the ' IMF limit to the sampling point when the individual test result is back within the IMF limit. L6 Moving Average Failure - Production Air Voids '56 A moving average production air void failure occurs when the individual production air void moving average of four exceeds the JMF limit. This mixture is considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 50 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons placed from the sample point of all individual test results beyond the JMF limits which contributed to the moving average value that exceeded the JMF limit to the sampling point when the individual test result is back within the JMF limits. L7 Table 2360.4-L6 REDUCED PAYMENT SCHEDULE FOR MOVING AVERAGE TEST RESULTS Item Pay Factor Gradation 75% Coarse and Fine Aggregate Crushin See Individual Failure VMA 75% Asphalt Binder Content 75% Production Air Voids 50% (1) Lowest Pay Factor applies when there are multiple reductions on a single test. (2) See criteria for mixture production start-up. (3) Excluding the 0.075 mm [#200] sieve, use 95% pay factor if failure is within aggregate gradation broadband, Table 2360.2-E. Moving Average Failure - Percent Asphalt Binder Content, VMA, and Gradation For mixture properties including asphalt binder content, VMA, and gradation, where the moving average of four exceeds the JMF limits, the mixture is considered unacceptable and the Engineer will decide whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will perform the work. Reduced payment will be 75 percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons placed from the sample point of all individual test results beyond the JMF limits which contributed to the moving average value that exceeded the JMF limit, to the sampling point when the individual test result is back within the RMF limits. When the failure occurs at the first test after the start of daily production, tonnage subjected to reduced payment shall include the tonnage from the start of production that day. L8 Coarse and Fine Aggregate Crushing Failure If any test result for Coarse Aggregate Angularity, Fine Aggregate Angularity or -4.75mm [- #4] calculated crushing fail to meet minimum requirements in Table 2360.3-132a, all material placed is subject to reduced payment as outlined in Table 2360.4-L3. Tonnage 57 I 1 1 1 1 1 I� subjected to reduced payment shall be calculated as the tons placed from the sample point of the failing test until the sampling point when the test result is back within specifications. When the failure occurs at the fust test after the start of daily production, tonnage subjected to reduced payment shall include the tonnage from the start of production that day. M Quality Assurance The Engineer will periodically witness the sampling and testing being performed by the Contractor. If the Engineer observes that the sampling and quality control tests are not being performed in accordance with the applicable test procedures, the Engineer may stop production until corrective action is taken. The Engineer will notify the Contractor of observed deficiencies promptly, both verbally and in writing. The Engineer may obtain additional samples, at any time, to determine quality levels. These additional samples or verification samples are described in Section 2360AN. For mixture, the Contractor shall test their portion immediately. All testing and data analysis shall be performed by the Certified Level I Bituminous Quality Management (QM) Technician. Certification shall be in accordance with the MnDOT Technical Certification Program. The Department shall post a chart giving the names and telephone numbers for the personnel responsible for the Quality assurance program. The Engineer shall calibrate and correlate all laboratory testing equipment in accordance with the latest version of the MnDOT Bituminous Manual. 58 I 1 Table 2360.4-M ' ALLOWABLE DIFFERENCES (TOLERANCES) BETWEEN CONTRACTOR AND MNDOT TEST RF.Si 11.TS• lU Item Allowable Difference Mixture Bulk Specific Gravity Gmb 0.030 Mixture Maximum Specific Gravity Gmm) 0.019 VMA Calculated 1.2 Fine Aggregate Angularity, uncom acted voids U % 1 Coarse Aggregate An ulari , % fractured faces°/uP 15 Aggregate Individual Bulk Specific Gravity (+4.75mm + #4 0.040 Aggregate Individual Bulk Specific Gravity (-4.75mm _ #k4 0 .040 Aggregate combined blend Specific Gravity G,y 0.020 Tensile Strength Ratio TSR % See Table 2360.3-132b Asphalt Binder Content Meter Method, % 0.2 Spot Check Method, % 0.2 Chemical Extraction Methods, % 0.4 Incinerator Oven, % 0.3 Chemical vs. Meter, Spot Check, or Incinerator methods 0.4 Incinerator Oven vs. Spot Check 0.4 Gradation Sieve % passing 25.0, 19.0, 12.5 9.5 mm [1 inch, 3/4 inch, 1/2 inch, 3/8 6 inch 4.75 mm F#41 5 236 mm #81 4 0.075 mm #2001 2.0 'Test tolerances listed are for single test comparisons. Verification Testing A verification sample is a sample, which is sampled and tested by MnDOT to assure compliance of the Contractor's Quality Control program. A verification companion is a companion sample, to MnDOT's verification sample, provided to the Contractor. The Contractor is required to test and use this verification companion sample as part of the QC program. The verification companion sample will replace the next scheduled QC sample. It is recommended enough material be sampled to accommodate retesting should the samples fail to meet requirements as described below. 59 fl ' Verification testing shall be performed on at least one set of production tests Section 2360AE, excluding sections E9, E10, El 1, and E12, on a daily basis per mix type. The verification companion sample will be used to verify the requirements of Tables 2360.2-E, ' 2360.3-132a, 2360.3-132b, and 2360.3-132c and will be compared to the Verification sample for compliance with allowable tolerances as specified in Table 2360.4-M. These include the mixture properties of G.. (mixture max gravity), Gmb (mixture bulk gravity), asphalt binder ' content, VMA (calculated), Coarse and Fine Aggregate crushing, and gradation. For Coarse and Fine Aggregate crushing that meets the requirements of Section 2360AE7 and 2360AE8 the one test per week shall be performed on a verification companion. These do not include the ' aggregate bulk specific gravity Gsb, fines to effective asphalt, or the tensile strength ratio (TSR). Asphalt binder content and gradation must be determined by either extraction method 2360AE1b or 2360.4E1c. Asphalt content from the verification test result must be used to determine VMA. The Department's verification test results will be available to the Contractor within 2 working days from the time the sample is delivered to the District Laboratory for G,,,,,, mixture max gravity, Gmb mixture bulk gravity, air voids (calculated), asphalt binder content, VMA (calculated). Gradation and crushing results will be provided to the Contractor within 3 MnDOT working days. Once the verification test results are available, they will be included on the test summary sheet. These results and those from the Contractor's verification companion will be compared for allowable tolerances as specified in Table 2360.4-M. If the tolerances are met, the verification process is complete. If the tolerances between Department and Contractor are not met, retests of the material shall be conducted by the Department. If the retests fail to meet tolerances, the ' Department's verification test results will be substituted for the Contractor's results in the QC program and used for acceptance. Only those parameters out of tolerance will be substituted and, if applicable, volumetric properties will be recalculated'). ' When tolerances from the verification sample retests are not met, an investigation will begin immediately to determine the cause of the difference. Testing equipment, procedures, ' worksheets, gyratory specimen height sheets, and personnel will be reviewed to determine the source of the problem. The District Materials Engineer may also require a hot -cold comparison of mixture properties be performed. The procedure for hot -cold comparisons is as follows: ' The hot -cold comparison sample will be split into three representative portions. The Engineer will observe the Contractor testing the sample. One part shall be compacted immediately while still hot (additional heating maybe required to raise the temperature of the sample to compaction temperature). The second and third part will be allowed to cool to air temperature. The Contractor will retain the second part and the third part will be transported to the District Materials Laboratory. On the same day and at approximately the same time the Contractor and the District Materials Laboratory will heat their samples to compaction temperature and compact them. From this information a calibration factor will be developed to compare the specific gravity of the hot compacted samples to reheated compacted samples. Each test will involve a minimum of three Marshall ' 60 specimens or two gyratory specimens. This test may be repeated at the discretion of the Contractor or the District Materials Engineer. Note: Care must be taken when reheating samples for mixture properties analysis tests. Mix samples should be reheated to 70°C [160°F] to allow splitting of the sample into representative fractions for the various tests. Overheating of the mixture portions to be tested for maximum specific gravity (Rice Test) may result in additional asphalt being absorbed in the aggregate. The Department will test the previously collected QA samples until they meet the tolerances or the remaining samples are all tested. Once these samples are tested, the department will test QA samples subsequent to the verification sample until tolerances are met. Acceptance will be based on QC data with substitution of Department test results for those parameters out of tolerance (1). If reestablishment of test result tolerances is not achieved within 48 hours, the Contractor shall cease mixture production and placement until the problem is resolved. (1) If, through analysis of data, it is determined there is a bias in the test results, the Engineer will determine which results are appropriate and shall govern. 3.04 CONSTRUCTION REQUIREMENTS A General The following construction requirements provide for the construction of all courses. When construction is under traffic, the requirements of MnDOT 2221.313 will apply. B Restrictions In general, no work within the roadway will be permitted in the spring until seasonal load restrictions on roads in the vicinity have been removed. However, work within the roadbed may be permitted before that time if, in the opinion of the Engineer, it can be done without damage to the subgrade. HMA shall not be placed when, in the opinion of the Engineer, the weather or roadbed conditions are unfavorable. No asphalt pavement wearing course (final wearing course if multiple wearing courses) shall be placed after October 15th in that part of the state north of an east -west line between Browns Valley and Holyoke, nor after November 1st south of that line. The Engineer may waive these restrictions when: (1) The asphalt mixture is not being placed on the traveled portion of the roadway, or (2) The roadway involved will not be open to traffic during the following winter, or (3) The Engineer directs in writing the mixture be placed. 61 I 1 I I I I The Contractor shall not use petroleum distillates such as kerosene and fuel oil to prevent adhesion of asphalt mixtures in pavement hoppers, truck beds, or on the contact surfaces of the compaction equipment. Anti -adhesive agent must meet the criteria for "Effect on Asphalt" as described in the most recent Asphalt Release Agent Report on file in MnDOT's Office of Environmental Services and the Bituminous Office. C Equipment Cl Asphalt Mixing Plants Cla Requirement for All Plants The Contractor shall test and calibrate all scales according to MnDOT 1901, except as otherwise designated by the Contract. CIa(1) Equipment for the Preparation of the Aggregate Add mineral filler to the mixture using a storage silo equipped with a device to ensure a constant and uniform feed. C 1 a(2) Equipment for the Preparation of Asphalt Material Tanks for storage of asphalt material at the plant shall be equipped to heat the material and maintain the material at the required temperatures. The discharge end of the circulating line shall be below the surface of the asphalt material. Provide agitation for modified asphalt, when used, if recommended by the supplier. ' An outage table or chart and measuring stick shall be provided for each storage or working tank. Tanks shall be equipped with provisions for taking of asphalt binder material samples. After delivery of asphalt binder material to the Project, the Contractor shall not heat ' the material above 175°C [350°F]. For modified asphalt, the maximum storage temperature shall not exceed the recommendation of the asphalt supplier. ' Cla(3) Asphalt Binder Control When asphalt binder material is proportioned by volume, the plant shall be ' equipped with either a working tank or a metering system for determining asphalt binder content of the mixture. The working tank shall have a capacity between 3,800 L [1,000 gallons] and 7,600 L [2,000 gallons]. The working tank shall be calibrated and supplied with a calibrated measuring stick. The tank may be connected to a mixing unit and used only during spot check operations, but it shall be available at all times. Any feedback shall be returned to the working tank during spot check operations. GN The metering system shall consist of at least one approved asphalt binder flow meter in addition to the asphalt binder pump. The flow meter shall be connected to the asphalt binder supply to measure and display only the asphalt binder being fed to the mixer unit. The meter readout shall be positioned for convenient observation. Means shall be provided for comparing the flow meter readout with the calculated output of the asphalt binder pump. In addition, the system shall display in liters [gallons] or to the nearest 0.001 metric tons [0.001 tons], the accumulated asphalt binder quantity being delivered to the mixer unit. The system shall be calibrated and adjusted to maintain an accuracy of + one percent error. This calibration shall be required for each plant set-up prior to production of mixture. C 1 a(4) Dryer: The aggregate shall be free of unburned fuel. CIa(5) Thermometric Equipment: The plant shall be equipped with a sufficient number of thermometric instruments to ensure temperature control of the aggregate and the asphalt binder material. CIa(6) Pollution Controls CIa(6)(a) Pollution ................................................ CIa(7) Surge and Storage Bins I 717 ' The plant may include facilities to store hot asphalt mixture for coordinating the rate of production with the paving operations. Storage of the hot mixture will be permitted for a period not to exceed 18 hours, provided the following requirements are met: (a) Hot mix storage facilities shall be designed and operated to prevent segregation of the mix, drainage of the asphalt from the mix, and to prevent excessive cooling or overheating of the mixture. (b) The temperature of the mixture at time of discharge from the storage facility shall be within a tolerance of 5°C [9°F] of the temperature when discharged from the silo or mixer. C2 Placement and Hauling Equipment All equipment shall be serviced away from the paving site to prevent contamination of the mixture. Units that drip fuel, oil, or grease shall be removed from the paved surface until such leakage is corrected. C2a Asphalt Pavers Asphalt pavers shall be self-contained, power -propelled units, with an operational vibratory screed, capable of spreading and finishing courses of asphalt plant mix material in widths applicable to the specified typical sections and thicknesses, indicated in the Contract. 63 The screed or strike -off assembly shall produce a finished surface of the required evenness and texture without tearing, shoving, or gouging. For mainline paving, screed extensions and auger extensions are required if the paving width on either side of the paver is greater than the basic screed unless otherwise directed by the Engineer. Strike -off only extension assemblies are not allowed for mainline wearing course paving, unless directed by the Engineer. Automatic screed control by means of an erected string line shall only be required when stated in the Contract. All pavers shall be equipped with an approved automatic screed control. The automatic controls shall include a system of sensor -operated devices, which follow reference lines, or surfaces on one or both sides of the paver as required. The speed of the paver shall be adjusted to produce the best results. All mixtures shall be spread without segregation to the cross sections shown in the plans. In general, leveling layers shall be spread by the method producing the best results as approved by the Engineer. The objective is to secure a smooth base of uniform grade and cross section so that subsequent courses will be uniform in thickness. The leveling layer may be spread with a properly equipped paver or, when approved by the Engineer, a motor grader equipped with a leveling device or with other means for controlling the surface elevation of the leveling layer. All mixtures shall be spread, to the fullest extent practicable, by an asphalt paver. When approved by the Engineer, mixtures may be spread by a motor grader in areas that are inaccessible to a paver such as on driveway entrances, irregular areas, short isolated areas or when the quantity of mixture makes it impractical to place with a paver. On shoulder surfacing and uniform width widening, when the placement width is too narrow for a paver, the mixture in each course shall be spread with an approved mechanical device. The placement of each course shall be completed over the full width of the section under construction on each day's run unless otherwise directed by the Engineer. C2b Trucks Trucks for hauling asphalt mixtures shall have tight, clean, and smooth beds. Mixture shall not be allowed to adhere to the truck beds. Adherence may be prevented by spraying the truck bed with an anti -adhesive agent in accordance with Section 2360.513. Each truck shall be equipped with a cover of canvas or other suitable material to protect the mixture from weather. The cover shall extend at least 300 mm [1 foot] over the sides and be attached to tie -downs unless the truck is furnished with a mechanical or automated covering system, which prevents airflow underneath by stretching the cover tightly on the top of or inside the sideboards. The cover shall be used when directed by the Engineer. 64 C2c Motor Graders Motor graders shall be self-propelled and have pneumatic -tires with a tread depth of 13 mm [1/2 inch] or less. They shall be equipped with a blade not less than 3 in [10 feet] in length and shall have a wheelbase of not less than 4.5 in [15 feet]. D Treatment of the Surface D1 Tack Coat An asphalt tack coat shall be applied to existing asphalt and concrete surfaces, and to the surface of each course or lift constructed, except for the final course or lift, according to MnDOT 2357. Emulsified asphalt tack coats shall be allowed to break, as indicated by a color change from brown to black, before a subsequent lift is placed. The contact surfaces of all fixed structures and the edge of the in-place mixture in all courses at transverse joints and longitudinal joints shall be given a uniform but not excessive coating of liquid asphalt or emulsified asphalt before placing the adjoining mixture. E Compaction Operations After being spread, each course shall be compacted to the required density. The rollers shall, as practicable, be operated continuously so all areas are thoroughly compacted to the required density. When not operating, the rollers shall not stand on the uncompacted mixture or newly rolled pavement having a surface temperature exceeding 60°C [140°F]. Rolling with steel -wheeled rollers shall be discontinued if it produces excessive crushing or pulverizing of the aggregate or displacement of the mixture. To prevent adhesion of the mixture to the steel roller wheels, the contact surfaces of the wheels shall be kept properly moistened using water or a water solution containing small quantities of a detergent or other approved material. To secure a true surface, variations such as depressions or high areas, which may develop during rolling operations, and lean, fat or segregated areas shall be corrected by removing and replacing the material in the defective area. All such corrections shall be accomplished as directed by the Engineer at no expense to the Department. When mixtures are spread by a motor grader, pneumatic -tired rollers shall compact the mixture simultaneously with the spreading operation. F Construction Joints Joints shall be thoroughly compacted to produce a neat, tightly bonded joint that meets surface tolerances. Both transverse and longitudinal joints are subject to density requirements as outlined in Section 2360.6 Pavement Density. 65 tFI Transverse Joints A transverse joint (full paver width at right angles to the centerline) shall be t constructed when mixture placement operations are suspended. The forward end of the freshly laid strip shall be thoroughly compacted by rolling before the mixture has cooled. When work is resumed, the end shall be cut vertically for the full depth of the layer unless a formed edge is constructed as approved by the Engineer. F2 Longitudinal Joints ' Longitudinal joints between strips shall be parallel to the centerline. In multiple lift construction, the longitudinal joints between strips in each lift shall be constructed not less ' than 150 mm [6 inches] measured transversely from the longitudinal joints in the previously placed lift. When the wearing course is constructed in an even number of strips, one longitudinal joint shall be on the centerline of the road. When it is constructed in an odd number of strips, the ' centerline of one strip shall be on the centerline of the road, provided that no joint is located in the wheel path area of a traffic lane. Longitudinal joints in multiple lift construction over Portland cement concrete pavements may be aligned directly over the concrete pavement ' longitudinal joints at the discretion of the Engineer. At longitudinal joints formed by placing multiple strips, the adjoining surface t being laid shall, after final compacting, be slightly higher (but not to exceed 3 mm [1/8 inch]) than the previously placed strip. When constructing a strip adjoining a previously placed strip or a concrete pavement, any fresh mixture that overlaps a previously placed strip or pavement shall ' be removed (to the longitudinal joint line) before any rolling is done. G Asphalt Mixture Production (FOB Department Trucks) ' For asphalt mixture production, the Contractor shall, in addition to the asphalt mixture required on the Project, produce and deliver asphalt mixture to the Department. The ' mixture shall be the mixture being produced and shall be loaded on Department furnished trucks at the mixing plant at a time agreed on by the Engineer and Contractor. The Engineer will notify the Contractor of the total quantity of mixture desired not less than 2 weeks prior to completion of the wearing course construction. The Engineer will not accept the asphalt mixture if it is inappropriate for the Department's intended use. H Small Quantity HMA Paving Unless otherwise indicated in the Special Provisions, the following provision for a ' small quantity of asphalt mixture shall apply. A Mixture Design Report is not required for planned project quantities less than ' 191,200 mZ mm (9,000 square yard inches 14,500 square yards per 2 inch thickness, etc.]) or 450 metric tons [500 tons]. However, the Contractor shall verify in writing the asphalt mixture delivered to the project meets the requirements of Table 2360.3-132a and Table 2360.3112b. The ' Department will obtain samples, as determined by the Engineer, to verify percent design air ' 66 voids and gradation. These results will be used for material acceptance. Air voids will be subject to the requirements of Section 2360.4L1b for isolated air voids and a gradation falling outside the requirements of Table 2360.2-E will be subject to payment as indicated in Table 2360.4-L2b. 3.05 PAVEMENT DENSITY A General All pavements will he compacted in accordance with the Maximum Density Method unless otherwise specified in the Contract special provisions or as noted in Section 2360.6C. B Maximum Density Method All courses or layers of plant mixed asphalt mixtures for which the Maximum Density Method is used shall be compacted to a density not less than the percentage shown in the Table of Required Density, Table 2360.6-132, for the applicable mixture and course. Bl Maximum Density Determination The Density requirements listed in Table 2360.132 are percent of maximum specific gravity (Gmm) based on the individual lot. The Maximum specific gravity value used to calculate the percentage density for the lot shall be the average value obtained from the maximum gravity results from production tests taken during that days paving. If only one or two maximum specific gravity values were obtained that day, then the moving average value (at that test point) shall be used. If three or more maximum specific gravity values are obtained that day, then the average of those tests alone shall be used as indicated above. Bla Pavement Density Determination The density of each lot shall be expressed as a percentage of the maximum specific gravity (% Gmm) obtained by dividing the average bulk specific gravity for the lot by the maximum specific gravity multiplied by 100, (maximum specific gravity basis is the average Gmm of QC tests done on the day that the individual lot was paved as described above). Determination of the bulk specific gravity of the cores shall be in accordance with AASHTO T- 166, MnDOT modified. For coarse graded mixtures the Engineer may require determination of bulk specific gravity of the cores be in accordance with ASTM D1188, MnDOT modified. ASTM D6752 MnDOT modified (Corelok) is also allowed for determination of bulk specific gravity of coarse graded mixtures. Selection of the test method to determine coarse graded mixture bulk specific gravity shall be agreed upon at the time of mix design submittal. Both the Contractor and MnDOT shall use the same test method to determine bulk specific gravity. The determination of coarse and fine graded mixtures will be based on the percentage of material passing the 2.365 nun sieve [#8] as defined in Table 2360.3-132c. AU I Compaction operations shall be completed within 8 hours of mixture placement and before core samples are obtained for density determination. Only pneumatic tired or static steel rollers are permitted for any compactive effort performed between 6 and 8 hours after mixture placement. Compacted mixtures represented by samples or tests having deficient densities ' shall not be re -rolled. The Contractor shall not operate below the specified minimum density on a continuing basis. A continual basis shall be defined as all lots in a day's production failing to meet minimum density or more than 50% of lots on multiple days which fail to meet minimum ' density requirements. Production shall be stopped until the source of the problem is determined and corrective action is taken to bring the work into compliance with specified minimum required density. ' B2 Required Density ' Minimum density requirements for both gyratory (SP) and Marshall designed mixtures are listed in Table 2360.6-B2. Unless otherwise indicated in the Plans or Special Provisions, shoulders wider than 1.8 meters [6 feet] paved shall be compacted by the Maximum Density Method. When shoulders are required to be compacted by the Maximum Density Method and are paved in a t separate operation, the lot tonnage placed on the shoulder shall be delineated in separate lots from the driving lanes for the day paving was conducted. 1 1 A narrow 0.6 to 1.2 meter [2 to 4 foot] wide shoulder that is paved in the same pass as a driving lane will normally be compacted by the Ordinary Compaction Method. Mixture compacted under Ordinary Compaction is excluded from lot density requirements and that tonnage is also excluded from incentive/disincentive payment. If the Plans or Special Provisions indicate a narrow shoulder is to be compacted by the Maximum Density Method, the minimum required density is listed in Table 2360.6 -132 - If the minimum required density of the shoulder is different than the driving lane, the tonnage placed on the shoulder shall be delineated in separate lots from the driving lane. Echelon paving (two pavers running next to each other in adjacent lanes) shall be considered separate operations. 1 68 B2a Table 2360.6-132 REQUIRED MINIMUM DENSITY * SP Mixtures only ** If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. 1) Minimum reduced by one percent on the first lift constructed over PCC pavements. 2) Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or cold in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load restriction (roadway includes shoulders). Lots & Core Locations Table 2360.6-132a LOT DFTF.RMINATTTIN Daily Production SP Wear and All Metric (ton) [English on 270* — 545 300* — 6001 MV and LV (1)(2) (1)(2) SP Nonwear (1)(2) SP Shoulders 2 Mixtures 1,001 — 1,6001 3 Location from 1,601— 3,600 4 Designed Designed surface* — 100 mm [4 inch]** > 100 mm [4 inch]** at 3% at 4% voids voids % Gmm 92.0 93.0 93.0 92.0 * SP Mixtures only ** If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered to be below 100 mm [4 inches] for mix design purposes. 1) Minimum reduced by one percent on the first lift constructed over PCC pavements. 2) Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or cold in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load restriction (roadway includes shoulders). Lots & Core Locations Table 2360.6-132a LOT DFTF.RMINATTTIN Daily Production Lots Metric (ton) [English on 270* — 545 300* — 6001 1 546-910 601-1,000 2 911-1,455 1,001 — 1,6001 3 1,456 — 3,275 1,601— 3,600 4 33,276 — 4,54 5,601— 5,000 5 4,546+ 5,001 +1 6 *When mix production is less than 270 metric tons [300 tons], establish I' lot when accumulative tonnage exceeds 270 metric tons [300 tons]. Divide the day's production into equal lots as shown in Table 2360.6-132a. The Engineer may require additional density lots be established to isolate areas affected by equipment malfunction/breakdown, heavy rain, or other factors that may affect the normal compaction operations. Obtain three cores in each lot. Two cores will be taken from random locations selected by the Engineer. The third core, a companion core, shall be taken within 0.3 meters [1 foot] longitudinally from either of the first two cores. The companion cores shall be given to the Department Street Inspector immediately upon completion of coring and sawing. The random locations will be determined by the Engineer using statistically derived stratified random number tables or other approved methods of random number generation. These will also 131 I 1 ' be used for partial lots. Both transverse and longitudinal joints are subject to maximum density requirements. If the random core location falls on an unsupported joint, at the time of compaction, (the edge of the mat being placed does not butt up against another mat, pavement ' surface, etc.) cut the core with the outer edge of the core barrel 0.3 meters [1 foot] away (laterally) from the edge of the top of the mat (joint). If the random core location falls on a confined joint (edge of the mat being placed butts up against another mat, pavement surface, ' curb and gutter, or fixed face), cut with the outer edge of the core barrel 150 mm t 12.5 mm [6 inches t 0.5 inch] from the edge of the top of the mat (ex. center of 100 mm [4 inch] core barrel 200 mm t 12.5 mm [8 f 0.5 inches] from the edge of the top of the mat). Cores will not be taken within 300 mm [1 foot] of any unsupported edge The Contractor shall be responsible for maintenance of traffic, coring, patching the core holes, and sawing the cores if necessary to the proper thickness prior to density testing. ' B3 Core Testing ' Cores will be taken and tested by the Contractor. Core locations will be determined and marked by the Engineer. The Contractor shall schedule the approximate time of testing during normal project work hours so that the Engineer may observe and record the ' saturated surface dry and immersed weight of the cores. Density determination will be made by the end of the next working day after placement and compaction. If multiple layers are placed in a single day, cores shall be sawn and separated for each layer, tested and reported by the end of the next working day. t The Contractor will cut pavement samples from the completed work with power equipment, and restore the surface by the end of the next working day with new, well compacted mixture without additional compensation. Failure to restore the surface within 24 hours of ' coring shall subject the Contractor to a fine of $100 per working day, per lot, until the core holes are restored. Cores shall be cut using a 100 mm [4 inch] minimum outer diameter coring device. All samples shall be marked with the lot number and core number or letter. The cores shall be ' transported to the laboratory as soon as possible to prevent damage due to improper handling or exposure to heat. These companion cores may be tested by the Inspector on Department scales or transported to the Department's Field Laboratory or District Materials Laboratory. ' Measure each core three times for thickness prior to saw cutting, report the average lift thickness on the core sheet. The average thickness will contribute to thickness compliance as described in Section 2360.7A If the Department companion core test result for bulk specific gravity (Gmb) ' deviates beyond the allowable tolerance of 0.030, substitute Department companion result for Contractor's core result and then average the Department result with the non -companion result for the lot density acceptance. If, through analysis of data, it is determined there is a bias in the ' test results, the Engineer will determine which results are appropriate and shall govern. If the Gmb tolerance fails in more than 2 lots in a day of either consistently high or ' low differences between the companion cores then an investigation to determine the source of 70 I 1 errors shall be conducted. Companion cores samples shall be increased to two per lot and tested ' until investigation is complete and tolerances are met. The Engineer may allow recoring of a sample only when the core has been , damaged through no fault of the Contractor, either during the coring process or in transit to the laboratory. B5 Maximum Density Acceptance and Payment Schedule , The density of compacted mixture shall be accepted by pavement cores on a lot t basis. The Contractor's cores will be used for acceptance if the determined bulk specific ' gravity Gmb from AASHTO T-166, MnDOT modified or ASTM D1188 is within + 0.030 of the state companion Gmb value. Payment for lot densities of compacted mixture shall be determined from Table 2360.6-134 or 2360.6-134A. Incentive and disincentive payments are for both wearing and non -wearing courses. When the first lift density requirement has been reduced by one percent, per Table ' 2360.6-132, footnote 1 & 2, payment adjustments for lot densities will be made as specified in Table 2360.6-134A. Incentive payments are excluded when the minimum density has been reduced. However, at the Contractors request and with approval of the Engineer, the reduced ' density requirement may be waived and density evaluated under Table 2360.6-134, including incentives, for first lift constructed on aggregate base, reclaimed or cold in-place recycled base courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load ' restriction. The request and approval shall be made after the first days paving and before the third days paving begins. Once the request has been approved, evaluation of density will be in accordance with Table 2360.6-132 (excluding footnote 2) and Table 2360.6-134, and will remain ' in effect for the duration of mixture placement on that lift. The Contractor will also be responsible for compliance with any construction requirements on subsequent lifts. 1 71 I I 1 Table 2360.6-B4 PAYMENT SCHEDULE FOR MAXIMUM DENSITY Percent of Max Specific Gravity SP Wear (:-100 mm [4 inches] from Surface) All MV & LV, SP Shld 4% Void Percent of Max Specific Gravity (2) SP Non -Wear (>100 mm [4 inches] from Surface) SP Shoulders 3% Void) Percent Payment 93.6 and above 94.6 and above 104 93.1 -93.5 94.1 -94.5 102 92.0-93.0 93.0-94.0 100 91.0-91.9 92.0-92.9 98 90.5-90.9 91.5-91.9 95 90.0-90.4 91.0-91.4 91 89.5-89.9 90.5-90.9 85 89.0-89.4 90.0-90.4 70 Less than 89.0 Less than 90.0 Table 2360.6-B4At'1 1% REDUCED TABLE Percent of Max Specific Gravity ) SP Wear (:5100 mm [4 inches] from Surface) All MV & LV, SP Shld 4% Void Percent of Max Specific Gravity (Z) SP Non -Wear (>100 mm [4 inches] from Surface) SP Shoulders 3% Void Percent Payment 91.0 and above 92.0 and above 100 90.0-90.9 91.0-91.9 98 89.7-89.9 90.5-90.9 95 89.4-89.6 90.0-90.4 91 89.2-89.3 89.5-89.9 85 89.0-89.1 89.0-89.4 70 Less than 89.0 Less than 89.0 ' (1) Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or cold in-place recycled base courses and ' first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load restriction (roadway includes shoulders). Minimum reduced by one percent on the first lift constructed on PCC pavements. ' (2) In calculating the percent of maximum specific gravity, report to the nearest tenth. (3) The payment in this portion of the specification shall only apply if the individual production air voids, as determined from a mixture production test (2360.4E) that ' represents the tonnage placed at that specific core location, are within - 0.5 percent of the target value. (4) The HMA material represented by the lot shall be paid at a 70% pay factor, unless a single core density is less than 87.0% of the maximum specific gravity (G..)• If a single core density is less than 87.0% of G.., the material shall be removed and replaced by the Contractor at their expense with mixture that meets the density requirements; or the Engineer may permit the unacceptable material to ' 72 remain in place with a 50% pay factor. The limits of the area to be removed will be determined by additional core samples. These additional core samples shall be taken at the same offset from centerline as the original core; unless the original low density core was taken within 0.45 in [1.5 feet] of an edge of the paver pass. In that case, the additional cores shall be taken 0.45 in [1.5 feet] from the edge of the paver pass. The densities shall be determined at 15 in [50 foot] intervals, both ahead and back of the point of unacceptable core density (less than 87.0% of G,,,,,,), until a point of acceptable core density (87.0% of G.. or greater) is found. If the incremental core density testing extends into a previously accepted lot, removal of the unacceptable material will be required; however, the results of these tests shall not be used to recalculate the previously accepted lot density. All costs incurred from additional coring and testing, resulting from unacceptable core density, will be paid by the Contractor. The unacceptable pavement area is to be computed as the product of the longitudinal limits so determined by the 15 in [50 foot] cores and the full width of the paver pass, laying in the traffic lane or lanes. Shoulders shall be exempt from this calculation unless density failure occurred in the shoulder area. After the unacceptable material (core density less than 87.0% of G..) has been removed and replaced, the density of the replacement material will be determined by the average of two cores. Payment for the replacement material will be in accordance with Tables 2360.6-134 or 2360.6-134a, whichever applies. There will be no payment for the material removed. The remainder of the original lot shall have a 70% pay factor. C Ordinary Compaction Method Ordinary compaction shall be used for layers identified in the typical sections with a minimum planned thickness of less than 40 mm [1.5 inches], thin lift leveling, wedging layers, patching layers, driveways, areas which cannot be compacted with standard highway construction equipment. This compaction method shall not be used on mainline, ramp, or loop paving, unless otherwise designated. A control strip shall be used to establish a rolling pattern. This shall be used by the Contractor for the compaction of the asphalt mixture for the layer on which the control strip is constructed, or until a new control strip is constructed. The control strip requirement may be waived by the Engineer in small localized areas or other areas not conducive to its establishment. A control strip shall be constructed at the beginning of the work on each lift of each course. Each control strip shall have an area of at least 330 in [395 square yards] and shall be of the same thickness as the lift it represents. The subgrade or pavement course upon which a control strip is to be constructed shall have the prior approval of the Engineer. The control strips shall remain in place and become part of the completed work. The materials used in the construction of the control strips shall conform to the specified requirements for the course. The materials used in the control strip shall be from the 73 I 1 I same source and of the same type as the materials used in the remainder of the course that the control strip represents. The equipment used in the construction of the control strips shall be approved by the Engineer and shall be the same type and mass used on the remainder of the pavement course represented by the control strip. A minimum of two rollers shall be required. A rolling pattern shall be established for each roller. A pneumatic -tired roller shall be available for compaction operations within 24 hours after request by the Engineer. The final rolling shall be performed with a tandem steel -wheeled roller. Areas that are inaccessible to the conventional type rolling equipment shall be compacted to the required density by using trench rollers or mechanical tampers. Construction of the control strips will be as directed by the Engineer. Compaction shall commence as soon as possible after the mixture has been spread to the desired thickness and shall continue until no appreciable increase in density can be obtained by additional roller's coverages. Densities will be determined by means of a portable nuclear testing device or suitable approved alternate. The Contractor shall furnish documentation of the growth curve to the Engineer. To determine when no appreciable increase in density can be obtained, two test points shall be established in the control strip on a random basis and the density at each point ' shall be measured by a portable nuclear device or suitable approved alternate after each roller pass. Rolling shall be suspended when testing shows either a decline of more than 2% of the maximum specific gravity or when additional roller passes fail to increase the density. ' After said testing is accomplished, rolling on the remainder of that course shall be done in accordance with the pattern developed in the test strip for that roller. A separate rolling pattern and time interval shall be established for each roller. A new control strip shall be ordered by the Engineer when: ' (a) A change in the JMF is made, or (b) A change in the source of material is made or a change in the material from the same source is observed. A new control strip may be ordered by the Engineer or requested by the ' Contractor when: (a) Ten days of production have been accepted without construction of a new control strip, or (b) There are other reasons to believe that a control strip density is not representative of the HMA mixture being placed. ' The nuclear testing device shall be famished and operated by the Contractor. The furnishing of the testing device and the operator will be considered incidental to the furnishing 74 and placement of the HMA mixture and shall not be compensated for separately. The device shall be calibrated according to procedures described in the MnDOT Bituminous Manual. Each course shall be uniformly compacted until there is no further evidence of consolidation and all roller marks are eliminated. When this method is employed, and the quantity of mixture placed by the paver exceeds 100 metric tons [110 tons] per hour, at least two rollers are required for compacting the mixture placed by each paver. C1 Rollers The following requirements for rollers apply only when compaction is obtained by the ordinary compaction method. C2 Steel -Wheeled Rollers Steel -wheeled rollers shall be self-propelled and has a minimum total mass of 7.3 metric tons [8 tons], or as otherwise specified in the Contract. When vibratory rollers are used, they shall produce 45 kN per meter [3,085 Ibf per foot] of width. The frequency should be at least 2400 vpm and amplitude setting low. The roller shall be capable of reversing without backlash and shall be equipped with spray attachments for moistening all rollers on both sets of wheels. C3 Pneumatic -Tired Rollers The pneumatic -tired roller shall have a compacting width of 1.5 in [5 feet] or more. It shall be so constructed that the gross wheel load force shall be a minimum of 13 kN [3,000 pounds] per wheel for LV and MV mixtures and SP Level 2-3 mixtures and 22 kN [5,000 pounds] per wheel for SP Level 4-6 mixtures and can be varied as directed by the Engineer. The tire arrangement shall be such that full compaction will be obtained over the full width with each pass of the roller. The roller may be self propelled or provided with suitable tractive equipment, unless otherwise specified in the Contract. If more than one roller is propelled by a single tractive unit, then that combination will be counted as a single roller unit. C4 Trench Rollers Trench rollers shall be self propelled and have a mass of not less than 4,400 kg per meter [2,960 pounds per foot] of width. 75 I 1 I 1 1 1 C5 Mixture Temperature Controls If compaction is obtained by the ordinary compaction method, the minimum laydown temperature in all courses (as measured behind the paver or spreading machine) of the asphalt mixture shall be in accordance with the temperature requirements of Table 2360.6-05. Unless directed by the Engineer in writing, no paving is allowed under the Ordinary Compaction Method when the air temperature is below 0°C [32°F]. Table 2360.6-05 MIXTURE TEMPERATURE CONTROL Air Temperature Compacted Mat Thickness, mm (A) °C [OF] 25 mm 1 inch 40 mm 1-1/2 inch 50 mm 2 inch >75 mm 3 inch +0-5 32-40 - 129 ca) [2651 124 [2551 121 12501 + 6-10 41-50 130 (B) 270 127 [2601 121 250 118 12451 + 11-15 51-60 127 (') [2601 124 [2551 118 [2451 115 12401 + 16-21 61-70 1218) [2501 118 [2451 115 f2401 113 12351 + 22-27 71-80 118 245 115 [2401 113 [2351 113 f2351 + 28-32 81-90 113 [2351 110 [2301 110 [2301 110[2301 1 +33 [91+1 110 [2301 110 [2301 110 [2301 107 225 (A) Based on approved or specified compacted lift thickness. (B) A minimum of one pneumatic -tire roller shall be used for intermediate rolling unless otherwise directed by the Engineer. The Engineer may specify or modify in writing (with concurrence from the Department Bituminous Engineer) a minimum laydown temperature. C6 City of Chanhassen Compaction Test Method For the specified density method of compaction, each lift shall be uniformly compacted to a density not less than 95 percent of the Marshall Density. The Marshall Density test shall be according to the procedure described in the MnDOT Bituminous Manual. Compaction testing will be performed for the owner by an independent testing laboratory approved by the engineer as identified below. The cost of all tests will be paid by the contractor. 1 2. One (1) sample for a Marshal Density test per 200 tons of mix installed or a minimum of two (2) samples per job. In place density tests performed by one of the following procedures: (a) A minimum of one (1) core sample for in place density tests per 200 tons of mix installed or a minimum of four (4) cores per job. 76 No cores are to be taken in the wheel tracks. (b) Four (4) density tests taken with a portable nuclear testing device at randomly selected locations per 200 tons of mix installed. A minimum of six (6) tests per job. The mixture with failing density will not be accepted for payment at the Contract bid price, but, in lieu of being removed and replaced, will be accepted at a reduced price in accordance with Table 2331-5. The appropriate pay factor will be applied to the quantity of mixture represented by the failing density test. One retest of each failing test will be permitted and the higher of the two densities will be used in determining the pay factor. All re -testing shall be done within 3 working days after placement of the bituminous mixture. The Contractor will be responsible for the costs of all re -testing. 3.06 THICKNESS AND SURFACE SMOOTHNESS REQUIREMENTS A Thickness After compaction the thickness of each course shall be within a tolerance of 6 mm [1/4 inch] of the thickness shown in the Plans, except that, if automatic grade controls are used, this thickness requirement will not apply to the first course placed. This thickness requirement will not apply to a leveling course whether or not automatic grade controls are required. Any part of any course that is constructed to less than the minimum required thickness may be removed and replaced at the discretion of the Engineer. On that portion of any course constructed to more than the maximum permissible thickness, the materials used in the excess mixture above that required to construct that portion of the course to the Plan thickness plus 6 mm [1/4 inch] will be excluded from the pay quantities and may require removal and replacement at the discretion of the Engineer. Cores taken for density determination shall be measured for thickness also. Each core shall be measured 3 times for thickness prior to sawing. Report the average of these three measurements. Each lot's average core thickness shall be documented and submitted to the Engineer. If the average of the two Contractor cores exceed the specified tolerance, an additional two cores may be taken in the lot in question. The average of all core thickness measurements per course will be used to determine compliance with thickness specifications. B Surface Requirements After compaction, the finished surface of each course shall be reasonably free of segregated, open and torn sections, and shall be smooth and true to the grade and cross section shown on the Plans with the following tolerances: (1) Where a leveling course is specified, it shall be constructed to within a tolerance of 15 mm [1/2 inch] of the elevations and grades established by the Engineer. This requirement shall also apply to the first course placed other than leveling when automatic controls are used. 77 ' (2) The surface of the Non -wear course and wearing course shall show no variation greater than 3 mm [1/8 inch] from the edge of a 3 in [10 foot] straightedge laid ' parallel to or at right angles to the centerline. Shoulder surfacing and surfacing on temporary connections and bypasses shall show no variations greater than 6 mm [1/4 inch] from the edge of a 3 in [10 foot] straightedge laid parallel to the ' centerline. (3) After final compaction, all asphalt wearing course surfaces adjacent to concrete ' pavements shall be slightly higher (but not to exceed 6 mm [1/4 inch] than the concrete surface. ' After final compaction, all asphalt surfaces adjacent to gutters, manholes, pavement headers, or other fixed structures shall be slightly higher (but not to exceed 6 mm [1/4 inch] than the surface of the structure. (4) Transverse joints (construction joints), at the beginning and end of a project, at paving exceptions, or caused by suspension of daily paving operations, shall show ' no variation greater than 6 mm [1/4 inch] from the edge of a 3 in [10 foot] straightedge centered longitudinally across the transverse joint. The Engineer may require correction by diamond grinding when material is placed outside the ' above-described limitations. (5) The transverse slope of the surface of each course, exclusive of the shoulder ' wearing course, shall not vary from the slope shown in the Plans by more than 0.4 percent. (6) The distance between the edge of each course and the established centerline shall be no less than the Plan distance nor more than 75 mm [3 inches] greater than the Plan distance. In addition, the edge alignment of the wearing course on tangent ' sections and on curve sections of 3 degrees or less shall not deviate from the established alignment by more than 25 mm [1 inch] in any 7.5 in [25 foot] section. ' (7) The finished surface of each course shall be reasonably free of segregated and open and torn sections. ' Any material placed outside the above described limitations shall be removed and replaced after being cut or sawed at no expense to the Department or with the approval of the ' Engineer, allowed to remain in-place at a reduced cost calculated at $12 per square meter [$10 per square yard]. ' C Pavement Smoothness Cl General 1 ' 78 Pavement smoothness will be evaluated on the final mainline pavement surface. Projects will be evaluated utilizing a 5 mm [0.2 inch] blanking band. Unless otherwise authorized by the Engineer, all smoothness testing shall be performed in the presence of the Engineer. The Engineer and the Contractor shall mutually agree upon scheduling of smoothness testing so that testing can be observed. Any testing performed without the Engineer's presence, unless otherwise authorized, may be ordered retested at the Contractors expense. The following table shows pavement surfaces, which are excluded from profilograph testing, but subject to Section 2360.713 surface requirements. Table 2360.7-C1 PROFILOGRAPH TESTING EXCLUSIONS Pavement Surfaces Excluded From Profilo ra h Testing Ramps, Loops, Climbing Lanes Side Streets, Side Connections Turn Lanes, Storage Lanes, Crossovers, Bypass Lanes Shoulders Acceleration, Deceleration Lanes Intersections constructed under traffic — Begin and end the exclusion 30.5 in [100 feet] from the intersection radius Sections less than 15.24 in 50 feet in length Projects less than 300 in 1000 feet in length Mainline paving where the normally posted regulatory speed is less than or equal to 70 km/hr 45 miles per hour -- Begin the exclusion at the sign Single lift overlays over concrete. Horizontal Curves with a radius less than 289.6 in [950 feet]. Horizontal Curves with a degree of curvature greater than or equal to 6°. Vertical Curves — Absolute value of grade change is 2 % or more and curve length is 91.4 in [300 feet] or less. Vertical Curves — Absolute value of grade change is 3 % or more and curve length is 121.9 in [400 feet] or less. Vertical Curves — Absolute value of grade change is 4 % or more and curve length is 182.8 in [600 feet] or less. Vertical Curves — Absolute value of grade change is 8 % or more and curve length is 213.4 in [700 feet] or less. Note: Begin and end the exclusion at the PC PVC and PT (PVT), respectively CIA Smoothness Requirements Pavement smoothness requirements will be evaluated by Table 2360.7-C6A, 2360.7-C6B, or 2360.7-C6C. The pavement smoothness table will be identified in the Special Provisions of the proposal. C2 Measurement Smoothness will be measured with a 7.62 in [25 foot] California type profilograph or an Inertial Profiler (IP), which produces a profilogram (profile trace of the 79 I 1 surface tested). Either type of device must be certified according to the procedure on file in the Bituminous Office. One pass will be made in each lane, 2.74 in [9 feet] from centerline. The profilograph or IP shall be in the direction the traffic will be moving. Each lane will be tested ' and evaluated separately. The Engineer will determine the length in kilometers [miles] for each mainline traffic lane. The profilograph will be operated at a speed no greater than a normal walk, no greater than 6 km/hr [4 miles per hour]. Motive power may be provided manually or by the use of a propulsion unit approved by the Engineer. The IP will be operated at the optimum speed as defined by the manufacturer. ' C3 Profilograph Testing The Contractor will furnish a properly calibrated, documented, and certified 7.62 in [25 foot] California type profilograph or IP. The profilograph or IP shall be equipped with automatic data reduction capabilities unless otherwise authorized by the Engineer. Certification documentation shall be provided to the Engineer on the first day the profilograph or IP is used on ' the project. User selected profilograph or IP settings are on file in the Bituminous Office. The Contractor will furnish a competent operator, trained in the operation and evaluation of the 7.62 in [25 foot] California profilograph or IP. ' All objects and foreign material on the pavement surface will be removed by the Contractor prior to testing. The pavement surface will be divided into sections which represent ' continuous placement. A section will terminate 7.62 in [25 feet] before a bridge approach panel, bridge surface, manhole or similar interruption. A day's work joint will be included in the trace with no special consideration. A section will be separated into segments of 0.1 km [0.1 mile]. A segment will be in only one traffic lane. A profilogram will be made for each segment of 15.24 in [50 feet] or more. The ' profilogram will include the 7.62 in [25 foot] at the ends of the section only when the Contractor is responsible for the adjoining surface. End of nun areas not included in the profilograph trace and any sections of pavement less than 15.24 in [50 feet] in length shall be checked longitudinally with a 3.028 in [10 foot] straight edge and the surface shall not deviate from a straight line by more than 3 mm ' in 3.028 m [1/8 inch in 10 feet]. The profile trace and index for each segment of pavement must be furnished to ' the Engineer within 48 hours after each days run. Identification of all bumps and dips, with signature of the Operator shall be included with the submitted trace. The Contractor will submit a final evaluation generated from approved software, to the Engineer within five days after all mainline pavement placement. Software is available from the MnDOT Bituminous Office at ' www.mrr.dot.state.mn.us/pavement/bitwninous/bituminous.asp. The evaluation submitted shall be in tabular form, with each 0.1 km [0.1 mile] segment occupying a row. Each row shall include the beginning and ending station for the segment, the length of the segment, the profile index for the segment, the profile index incentiveldisincentive in dollars for the segment, and the ' 80 deductions for bumps in dollars for the segment. Each continuous run will occupy a separate table and each table will have a header that includes the following: the project number, the roadway number or designation, the specified ride table, a lane designation, the mix type of the final lift, the PG binder of the final lift, the date of the profilograph run, and the beginning and ending station of the continuous run. Each table will have a summary at the bottom that includes the following: a subtotal for the profile index incentive/disincentive, a subtotal for the bump deductions, and a total for incentive/disincentive for both profile index and bumps. The Contractor will be responsible for all traffic control associated with the smoothness testing. Any portion of the project may be retested if the Engineer determines that the Contractor's test results are in question. If results are found to be inaccurate, the Contractor will be charged at a rate of $155.34 per lane km [$250 per lane mile] that is retested, with a minimum charge of $500.00. If the results are found to be accurate, the Department will be paying the Contractor at a rate of $155.34 per lane km [$250 per lane mile] that is retested, with a minimum charge of $500.00. C4 Profile Index The profilograph or IP shall be equipped with automatic data reduction capabilities for determining the profile index (PI) unless otherwise authorized by the Engineer. If manual reduction is allowed, the profilograph trace will be evaluated by the Contractor for the profile index (PI) in accordance with California Method 526 on file with the Department Bituminous Engineer. The original trace shall be provided to the Engineer A profile index shall be calculated for each segment. If an IP is used the corresponding International Roughness Index (IRI) for each segment shall be submitted to the Bituminous Office. The index will be determined by summing the vertical deviations outside either a 5 nun [0.2 inch] blanking band or outside a zero blanking band depending on the number of lifts in the construction. The units of this index are mm per km [inch per mile]. When there is a segment of 76.2 in [250 feet] or less in length, the profilograph or IP measurements for that segment shall be added to and included in the evaluation of the adjacent section to that segment. Bumps and dips equal to or exceeding 10.2 mm in a 7.62 in [0.4 inch in a 25 foot] span shall be identified separately. When the profile trace shows a successive, uninterrupted bump, dip; or dip, bump combination (up to a maximum of 3 alternating trace deviations that relate to one bump or dip on the roadway), identify and evaluate these occurrences as one event. C5 Surface Correction All areas represented by deviations of 28 mm [1.1 inch] or more, as measured by the 7.62 in [25 foot] profilograph, will be corrected by the Contractor. 81 The Contractor may elect to correct pavement segments having no more than two events or two individual bumps or dips with a vertical deviation of 10.2 to 25 mm [0.4 to 1.0 inch] in a 7.62 in [25 foot] span. Correction of segments with more than two events or two individual bumps or dips, as defined above, will be allowed only when approved by the Engineer. The Contractor will be assessed a penalty for dips or bumps of 10.2 to 25 mm [0.4 to 1.0 inch] that are not corrected. Bumps and dips not corrected will also be included in the evaluation for the segment smoothness. Corrected dips or bumps will be considered satisfactory when the profilogram shows the dips or bumps are less than 10.2 mm in a 7.62 in [0.4 inch in a 25 foot] span. Bump, dip, and smoothness correction work shall be for the entire traffic lane width. Pavement cross slope shall be maintained through corrective areas. All corrective work shall be made by diamond grinding or approved equivalent, overlaying the area, by replacing the area or by inlaying. Corrective methods shall be subject to the approval of the Engineer. The Contractor shall notify the Engineer prior to commencement of the corrective action. If the surface is corrected by overlay, inlay or replacement, the surface correction shall begin and end with a transverse saw cut. If the smoothness evaluation indicates that corrective work is necessary for more than 50% of a segment, surface correction will be limited to mill and inlay (40 mm [1.5 inch] min). All corrective work shall be subject to the approval of the Engineer. After all required correction work is completed, a final profile index shall be determined. Corrective work and re-evaluation will be at the Contractor's expense. C6 Payment The cost of certified smoothness testing and associated traffic control will be incidental to the cost of the Wear Course Mixture. The Contractor may receive an incentive payment or be assessed a penalty based on the number of segments and the initial profile index. The total ride incentive shall not exceed 10% of the total mix price for pavement smoothness evaluated under Table 2360.7-C6A, 5% of the total mix price for pavement smoothness evaluated under Table 2360.7-C6B, or 5% of the total mix price for pavement smoothness evaluated under Table 2360.7-C6C. The maximum allowable net incentive (total incentive minus disincentive) payment shall be calculated by multiplying the total tons paved by the mixture price by the appropriate incentive cap. Pay adjustments for incentives will only be based on the initial Profile Index before any corrective work has been performed. Pavement that contains corrective action for profile or bumps is not eligible for incentive pay. These payments or assessments will be based on the following schedules. The Contractor will not receive a net incentive payment for ride if more than 25% of all density lots for the project fail to meet minimum density requirements. 82 For each traffic lane, a penalty will be assessed for each bump or dip of 10.2 to 25 mm [0.4 to 1.0 inch] that is not corrected. Penalties, based on the table the profile index is evaluated under, are as follows: Table 2360.7-C6A: $900 Table 2360.7-C6B: $675 Table 2360.7-C6C: $450 Bumps or dips resulting from a construction joint will be assessed a $900 penalty, regardless of the table used for evaluation of pavement smoothness. The Engineer may, at his/her discretion, assess a penalty in lieu of requiring the Contractor to take corrective action when the profile index for a segment indicates corrective action is necessary. Penalties, based on the table the profile index is evaluated under, are as follows: Table 2360.7-C6A: $560 per 0.1 km [$900 per 0.1 mile] Table 2360.7-C6B: $420 per 0.1 km [$675 per 0.1 mile] Table 2360.7-C6C: $280 per 0.1 km [$450 per. 0.1 mile] Table 2360.7-C6A * INITIAL PROFILE INDEX FOR 5MM 10.2 INCHI BLANKING RAND mm per km per 0.1 km segment [Inches per mile] [per 0.1 mile segment] Dollars per Segment Metric Dollars per Segment En lish 0-13.4 0.0 - 0.81 210 335 13.5-25.3 0.9 - 1.6 145 225 25.4-38.7 1.7 - 2.41 80 115 38.8-78.9 f2.5-5.0 0 101 79.0-92.3 r5.1 - 5.8 80) 115 92.4- 105.7 5.9 - 6.7 145 225 105.8 - 118.3 6.8 - 7.5 210) 335 Over 118.3 Over 7.51 Corrective Action Corrective Action * Typically, 3 -lift minimum construction 83 1 1 1 1 1 1 Table 2360.7-C6B* INITIAL PROFILE INDEX FOR 5MM 10.2 INCHI BLANKING BAND mm per Ion per 0.1 km segment [Inches per mile] [per 0.1 mile segment] Dollars per Segment Metric Dollars per Segment n lish 0-15.8 0.0 -1.01 145 f2251 15.9-31.6 1.1 - 2.01 100 150 31.7- 47.3 2.1 - 3.01 55 75 47.4-110.5 3.1 - 7.01 0 101 110.6-126.3 7.1-8.0 55 75 126.4 - 142.0 8.1- 9.0 100 150 142.1 - 157.8 9.1-10.0 145) 225 Over 157.8 Over 10.01 Corrective Action Corrective Action * Typically, 2 -lift construction Table 2360.7-C6C INTTTAI. PROFTT.F TNOF.X FOR 5MM 102 TNCHI BLANKING BAND mm per km per 0.1 km segment [Inches per mile] [per 0.1 mile segment] Dollars per Segment (Metric) Dollars per Segment [English 0-31.6 0.0 - 2.01 95 r1501 31.7-47.4 2.1- 3.01 65 100 47.5-79.0 3.1- 5.01 35 50 79.1-158.0 5.1 - 10.01 0 101 158.1 - 189.6 10.1-12.0 35 50 189.7 - 221.2 12.1-14.0 65 100 221.3 - 252.8 14.1-16.0 95) 150 Over (252.8) [Over 16.0] Corrective Action Corrective Action * Typically, single lift construction 3.07 METHOD OF MEASUREMENT A Asphalt Mixture Asphalt mixture of each type will be measured separately by mass, based on the total quantity of material hauled from the mixing plant, with no deductions being made for the asphalt materials. B Blank C Asphalt Mixtures Measured by the Square Meter [Square Yard] per Specified (mm [inch]) and for Mixtures Measured by the [Square Yard inch] 84 Asphalt mixture of each type and for each specific lift will be measured separately by area and by thickness on the basis of actual final dimensions placed. The constructed thickness shall meet tolerances set forth in Sections 2360.7A. Table 2331-5 PAY FACTORS FOR SPECIFIED DENSITY Field Density I% of Marshall Density) 95.0 of higher ................................ 94.0 to 94.9 ................................... 93.0 to 93.9 ................................... 92.0 to 92.9 ................................... 91.0 to 91.9 ................................... 90.0 to 90.9 ................................... Less than 90.0 ............................... 3.08 BITUMINOUS PATCHING 1 1 I 1 Over any areas that need to be corrected (settlements, bird baths, etc.) one of the following methods , as required by the Engineer should be used for patching: (a) Wedge cut one inch (1") into the existing pavement around the outer limits of the area that ' needs to be patched, tack and fill with approved bituminous material. (b) Tack area to be patched then skin patch with approved bituminous material and apply a seal ' coat over patched areas. Seal coat should be "pea rock" or trap rock and applied as per Section 3.09 Bituminous Seal Coat. ' (c) Bituminous materials to be used in patch areas shall be in accordance with Section 2350 of the current Minnesota Department of Transportation Standard Specification unless otherwise directed by the engineer. ' (d) Straight line cut (mill/colter wheel or saw cut) and remove. Tack edges to be patched and fill with approved bituminous material. ' Patching shall be done in such a manner to produce a smooth driving surface of which the patch or patch edge shall not deviate from surrounding pavement. Milling of patches will be required when ' any deviation occurs. In areas where, in a 100 -foot length of street, measured from any area in need of repair or in either ' direction and three or more patches/settlements are evident, a one and one-half inch bituminous overlay shall be constructed over the entire length and width of the affected street section. 1 85 I In areas where trench settlements (of any kind) have occurred, corrections may be performed by either the above -listed methods, or if, in the opinion of the Engineer, the existing bituminous is in satisfactory condition, it may be repaired by a bituminous leveling course. ' Prior to any overlays deemed necessary, a minimum four -foot wide edge mill along the gutter line shall be completed and any settlements shall be filled with bituminous material, leveled out, and ' thoroughly compacted. 3.09 BITUMINOUS TACK COAT ' The bituminous material for tack coat shall be applied in accordance with Section 2357 of the current Minnesota Department of Transportation Standard Specification. The rate of application ' shall be 0.05 gallons per square yard of surface or as approved by the engineer. Tack coat shall be applied in a manner that will allow traffic movement on at least one side of the street at all times without pick up or tracking of tack coat material. At no time will the application of tack coat be applied by means other than a motor powered ' distributor meeting the requirements of MnDOT Section 2321.3C I. 3.10 MILL PAVEMENT SURFACE ' 3.10.1 DESCRIPTION (2232.1) ' This work shall consist of improving the profile, cross slope, and surface texture of an existing pavement surface by machine (cold) milling preparatory to placement of another course thereon. [1 11 86 ' CONSTRUCTION REQUIREMENTS A Equipment Pavement milling shall be accomplished with a power operated, self-propelled cold milling machine capable of removing concrete and bituminous surface material as necessary to produce the required profile, cross slope, and surface texture uniformly across the pavement surface. The machine shall also be equipped with means to control dust and other particulate matter created by the cutting action. The machine shall be equipped to accurately and automatically establish profile grades along each edge of the machine, within plus or minus 1/8 inch (3 mm), by referencing from the existing pavement by means of a ski or matching shoe, or from an independent grade control. The machine shall be controlled by an automatic system for controlling grade, elevation, and cross slope at a given rate. B Operations The pavement surface shall be milled to the depth, width, grade, and cross slope as shown in the Plans or as otherwise directed by the Engineer. Machine speeds shall be varied to produce the desired surface texture grid pattern. Milling shall be performed without excessive tearing or gouging of the underlying material. The pavement milling operations shall be referenced from an independent grade control in those areas where the Engineer considers such control is essential. The control shall be established and maintained by the Contractor in a manner and in such position as the Engineer approves. Milling operations shall be conducted so that the entire pavement width is milled to a flush surface at the end of each work period, whenever the pavement is open to traffic. In case of uncompleted operations resulting in a vertical or near vertical longitudinal cutting face, it shall be the Contractor's responsibility to minimize the hazardous effects to traffic by resloping the longitudinal face to provide a suitable taper, by constructing a temporary bituminous taper, or by otherwise providing the necessary protective measures, as approved by the Engineer. Transverse cutting faces shall be tapered at the end of each working period where traffic is permitted. To further provide for traffic, the Contractor shall also construct temporary bituminous tapers at intersecting streets, around utility appurtenances, and at all appropriate entrances during the milling operations, as ordered by the Engineer. The Contractor shall construct the temporary milled tapers and furnish, place, and remove temporary bituminous tapers as incidental work for which no direct compensation will be made. In areas inaccessible to the milling machine, the work shall be accomplished by other equipment or methods acceptable to the Engineer. 87 I After the milling operations are completed to the planned depth, the milled area shall be cleaned by sweeping or vacuuming with equipment approved by the Engineer. Such cleaning shall be performed to the satisfaction of the Engineer. ' Debris resulting from milling and cleaning operations shall be disposed of outside of the Right of Way except as otherwise authorized by the Engineer. ' Milling at previously patched areas shall be performed to the required depth below the pavement surface existing prior to the previous patch being placed, and not from the surface of the patch. ' The contractor shall take care to avoid disturbing or damaging any existing drainage or utility structures on the Project. Any damage resulting from the Contractor's operations shall be repaired ' by the Contractor at no expense to the City. 3.10.2 METHOD OF MEASUREMENT (2232.4) iPavement milling will be measured by the area of each type of surface removed. Measurements will be of those areas milled as specified, based on actual finished dimensions of the work. 3.10.3 BASIS OF PAYMENT (2232.5) Payment of pavement milling at the appropriate Contract price per unit of measure will be compensation in full for all costs of performing the work as specified, including, but not limited to, traffic control, cleanup, and disposal operations. Payment for pavement milling will be made on the basis of the following schedule: ' Item No. Item Unit 2232.501 Mill Bituminous Surface square yard (square meter) ' 3.11 BITUMINOUS OVERLAY This work shall consist of constructing a pavement overlay course of hot plant mixed bituminous aggregate mixture on a prior approved prepared surface. It shall be constructed in a manner that when complete, all low or high areas of the overlay surface have been adequately tolerated to ' provide a smooth profile, cross slope and exhibit satisfactory ride ability. Overlays for all streets shall consist of a minimum of two inches in compacted depth and meet all construction and material specifications as stated in Section 3.00. Material for overlays shall be MnDOT 2350 ' MVWE35035E. I 88 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION ' 4.01 SUBSURFACE DRAINTILE (2502) See Section 2.21 of Sanitary and Storm Sewer Specifications. ' 4.02 UTILITIES (2504) ' A. Unless specified otherwise, this work shall be entirely at the contractor's expense. 1. There shall be an inspection of the sanitary sewer, storm sewer and water main , utilities prior to the start of construction. The contractor shall notify the Engineer 24 hours in advance to aid in accomplishing this inspection. All deficiencies in these ' existing systems prior to beginning street construction must be immediately brought to the attention of the Engineer. 2. After the manholes and valve boxes are cleaned, and raised to proper grade prior to paving the wear course, they shall be inspected to assure trouble free operation. 3. The contractor shall be responsible for locating all curb boxes within the limits of the project. The City has location ties to the curb boxes. The contractor shall notify the Engineer at least 24 hours in advance of this location work so that a representative of the Engineer can be present at all times while this work is being done and to aid in the accomplishment of this work. This work shall be done prior to start of construction. Prior to completion of the project, the curb boxes shall be adjusted to be flush with final grade. B. A final inspection of all utilities will be performed at the completion of the project for acceptance. Adjustments shall be made as follows: Sanitary Sewer. All sanitary sewer manhole castings shall be left in place during the paving operation. The castings shall be adjusted before the mat is laid and shall be left one-quarter to one-half inch (1/4 — 1/2") below finished grade. Where the Engineer requires or where it is impossible to adjust the structure with the addition or removal of adjustment rings, reconstruction will be necessary. In such cases, it will be necessary to add or remove manhole sections. 2. Storm Sewer. Existing storm sewer castings shall be adjusted where necessary to be two inches (2") below finished gutter line. In areas of surmountable curb the top of casting shall match the top of curb. 3. Water Valve Boxes. All water valve boxes shall be adjusted prior to paving the wear course, and left one-quarter to one-half inch (1/4 — 1/2") below finished grade. Thorough tamping of the material around the valve box is required. In the event the valve box cannot be adjusted without the use of extensions, the contractor shall 89 [l 1 1 remove the upper section, place the necessary extension and replace the upper section. 1 4. Grouting Adjusting Rings. Adjustment rings are required to be grouted; the contractor shall grout between rings, place the casting and -remove all excess grout on the inside of the manhole by wiping smooth with a gloved hand or similar 1 instrument. Refer to detail plates for limitations on number of rings allowed. I and I shields to be installed as specified. 1 4.03 WARRANTY (2505) The contractor should take special note of the warranty provisions of these contract documents as 1 detailed in Sections 3.04 and 9.16 of the General Conditions of the Contract which are included as part of this Standard Specification 4.04 WATER TO HOMES The contractor shall be responsible (until completion of the project) for providing water to any 1 homes which have their individual water systems become inoperative due to dewatering operations during the project construction 1 4.05 CONCRETE (2531) A Concrete Curb and Gutter 1 All concrete curb and gutter shall be constructed in accordance with Section 2531 of the current Minnesota Department of Transportation Standard Specifications, except as modified or altered 1 below: 1. Driveway openings in the curb shall be constructed as shown on the plans, standard 1 plates, or as directed by the Engineer in the field. 2. The contractor shall construct concrete gutters as detailed on the standard plate at the ' end of these specifications, and as located on the plans. 3. Delete that portion of Section 2531 which requires that the concrete curb and gutter 1 joints be sealed with joint sealer material. 4. The contractor shall famish without charge all concrete samples needed for test 1 cylinders, slump tests, air entrainment tests, and other tests ordered by the Engineer. 5. For surmountable curb installations, all radii at intersections shall be B-618 concrete 1 curb and gutter with a 10 -foot taper section, on each side of the radius. 6. Where a curb machine is used, the contraction joints shall be formed or sawed at 10 1 foot intervals as approved by the engineer to a depth of two inches (2") from all 1 90 exposed surfaces. Provide full depth expansion joints where indicated on detail plates, on the plans, against fixed objects and/or at 200 foot intervals. 7. After the concrete is finished and "broomed", the contractor shall spray it with a spray membrane curing compound conforming to MnDOT specifications, section 3754. 8. Concrete used for all curb and gutter shall meet the requirements of MnDOT Section 2461.3 for slip form mix no. 3A22 and for manual placement no. 3A32. B Concrete Sidewalk All concrete sidewalk shall be constructed according to Section 2521 of the current Minnesota Department of Transportation Standard Specifications, except as modified or altered below: Delete that portion of Section 2521 which requires that the sidewalk be sealed with joint sealer material. 2. Calcium Chloride Type 1 or 2, MnDOT Specification 3753 shall not exceed 2% of the weight of the cement incorporated into the mix. 3. Concrete used for sidewalk shall meet the requirements of MnDOT Section 2521, mix no. 3A32. 1 I 1 11 C Reduced Payment Associated With Deficient Strength Requirements On All Concrete ' Construction If the Specified Strength requirement has not been obtained on the date specified, the mixture with failing tests will not be accepted for payment at the Contract bid price. If the material strength is in a range within 95% of the specified strength, in lieu of being removed and replaced acceptably, will be accepted at a reduced price in accordance with the schedule shown below. All material below 95% of the specified strength will be removed and replaced to specified requirements. The appropriate pay factor will be applied to the quantity of mixture represented by the failing test. Two core samples of each failing test will be permitted and the higher of the two tests will be used in determining the pay factor. All re -testing shall be done within a time frame determined by the City Engineer. Strength Requirements Pay Factor (% Below Specified Minimum) (% of Contract Price) 0%...........................................................................................................................100% 0 to 1% ....................................................................................................................... 98% 1 to 2%....................................................................................................................... 95% 2 to 3%....................................................................................................................... 90°/a 3 to 4%....................................................................................................................... 85% 4 to 5%....................................................................................................................... 75% 91 I I I 1 1 1 1 1 I More than 5% .................... ....... Remove and Replace The Contractor does not have the option of taking a price reduction in lieu of complying with the Specifications. Material not meeting requirements shall not knowingly be placed in the work. Should any non -conforming material be inadvertently placed in the work, it will be up to the City Engineer to determine whether the non -conforming work will be allowed to remain in place or removed and replaced or otherwise corrected to meet specifications. Non -conforming material that is allowed to remain in the project shall be subject to the price reductions listed below for the indicated test provided the material was placed to the satisfaction of the Engineer. Otherwise the Engineer may make the determination according to other procedures addressed in MnDOT Specification 1503. With failing or borderline material, make sure next load is tested before it is incorporated into the work. C1 General 1. Price reductions that are not part of the Contract should not be issued unless the price reduction is in excess of $350. If the calculated price reduction is equal to or less than $350, it shall be documented as substantial compliance. At the discretion of the Engineer, several smaller price deductions may be lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. 2. Bid prices for the project in question should be reviewed prior to calculating a price reduction. If the bid prices are considerably below average prices, then the price reduction should be assessed based on: (1) the average bid price as determined by the City Engineer or (2) a fair market value. The price reduction shall represent only the quantity of material represented by the sample and actually used. Example: A quantity of ready mixed concrete is placed in the work. A slump test indicates failing material. Then the price reduction would only apply to that load of ready mix represented by the test, not by all concrete placed since the last passing test. 4. The price reduction will normally be the quantity represented by the failing test times price reduction per unit quantity (tons, gals, etc.) determined from the "Schedule of Price Reductions" times the bid price of (2) above. The following guide for price reductions on non -conforming construction materials shall be used when not addressed in the contract: C2 Schedule of Price Reductions For Materials For Concrete Construction Slump - Isolated tests (not consistently high or low) 92 (See MnDOT Specification 2461.4A4a). Slumps that are consistently high or low require corrective , action by the Contractor's quality control personnel. When test results are inconsistent or borderline, every load should be tested. I. Remove and replace the concrete or comply with the following: GENERAL CONCRETE 1"(25 mm) to 2" (50 mm) specified 2.25" - 2.50" (55 mm - 60 mm) 2.75" (65 mm - 70 mm) 3" - 3.50" (75 mm - 90 mm) 3.75" - 4.25" (95 mm - 105 nun) >4.25" (>105 mm) OK Tolerance Substantial Compliance OK if strength is satisfactory and placement satisfactory Pay at 75% of unit bid price or deduct concrete price Pay 25% of unit bid price 2"(50 mm) to 3"(75 mm) specified 3.25" - 3.75" (80 mm - 95 mm) 4" (100 mm) 4.25" - 4.50" (105 mm - 110 mm) 4.75" - 5" (115 mm - 125 mm) >5" (>125 mm) Q.00" (50 mm) OK Tolerance Substantial Compliance OK if strength is satisfactory and placement satisfactory Pay 75% of bid price or deduct concrete price Pay 25% of bid price No deduction if material can be satisfactorily placed 3"(75 mm) to 4"(100 mm) specified 4.25" - 5" (105 mm - 125 mm) 5.25" (130 mm) 5.50" - 5.75" (135 mm - 145 mm) >5.75" (>145 mm) 2" - 2.75" (50 mm - 70 mm) OK Tolerance Substantial Compliance OK if strength is satisfactory and placement satisfactory Pay 25% of unit bid price OK if strength is satisfactory and placement satisfactory 2. Air Content Out of Compliance (See MnDOT Specification 2461.4A4b) 3. Low Slump Concrete (See MnDOT Specification 2404.2132) 4.06 BITUMINOUS CURB (2535) All bituminous curb shall be constructed in accordance with Section 2535 of the current Minnesota Department of Transportation Standard Specification, except as modified or altered below: 0 I I L 1 1 1 a. Driveway openings in the curb shall be constructed as shown on the plans, standard plates, or as directed by the engineer in the field. b. The contractor shall provide all samples needed for tests ordered by the engineer. C. Where specified, a bituminous berm shall be constructed along the edge of the roadway instead of a bituminous curb. The bituminous berm shall meet the requirements of Section 2535 except that the berm shall be formed by a shoe attached to the paver. The berm section shall be as shown on the plans. d. Bituminous curb shall not be used to tie in catch basin inlets or manholes. Concrete sections shall be poured in these areas. 4.07 BITUMINOUS TRAIL/PATHWAY Bituminous trail/pathway shall be constructed in accordance with Standard Detail Plate 5216. 4.08 ELECTRIC LIGHTING SYSTEMS (STREET LIGHTING) A General The street lighting system shall comprise all of the work shown on the respective plan and detail sheets for the system, complete, in place and in operation, all in accordance with the current Minnesota Department of Transportation "Standard Specifications and for Construction' except as shown and noted in the drawings and modified in these specifications. The distribution circuits of the lighting system shall consist of two conductors. The two conductors shall constitute 240 volt circuits. Lighting circuits shall be installed complete to each standard. All circuit wires including runs between light poles and street crossings shall be placed in conduit. Splice boxes or handholes shall be installed at all street crossings that serve an opposite side light pole. Power supply to the lighting system is unmetered 120/240 volt, single phase, alternating current. 1 94 B Permits and Inspections Obtain and pay for all permits and inspections required for the electrical work, arrange for inspections to be performed and furnish a Certificate of Final Inspection and approval by enforcement authorities. C Standards The following industry standards are considered minimum requirements: Standard rules and regulations of the Institute of Electrical and Electronic Engineers. 2. Rules and regulations of the National Fire Protection Association - NFPA No. 70. 3. National Electrical Manufacturers Association Standards. 4. American National Standards Institute. 5. National Electrical Safety Code. 6. Minnesota Department of Transportation Standard Specifications for Construction, 1988 Edition. 7. Other Industry Standard Listings per MnDOT 2545.2A. D Codes, Ordinances and Regulations The National Electric Code, together with applicable state and city ordinances or regulations, shall be considered as establishing minimum requirements for the work. Ascertain the existence of, and comply with, any interpretations and/or enforcement policies of the local enforcement agencies or individuals peculiar to this area or to this particular installation. Where these specifications call for materials or construction of better quality or larger size than required by the above rules and regulations, the provisions of the specifications shall take precedence. E Conduit All rigid steel conduits (R.S.C.) shall meet the requirements of MnDOT 3801. Rigid Steel Conduit (R.S.C.) shall be installed at all roadway crossings as shown in the Plans. The RSC shall be installed by auguring or jacking methods and not by open trenching across the roadways. When auguring or boring operations through a roadbed are abandoned for any reason, the resultant voids shall be grouted to the satisfaction of the Engineer. 95 I 1 F Conductors 1. Pole Wire - The pole wire from the in-line fuse connector and the distribution ' cables to the luminaries and photo cell wires shall be No. 12 AWG copper wires type R.H.W., T.H.W., or X.H.H.W. rated 600 volts. ' 2. Branch Circuit Conductors - The branch circuit conductors and feeder wires, shall by type T.H.W.N., or T.H.W., or type X.H.H.W. copper rated 600 volts. ' G Fuses Light standards in the 240 volt system shall include in-line fuse holders with fuses (3 amps) in ' the phase conductors to the luminaire ballast. Breakaway fuse holders shall be installed at the handhole of the light standards. ' H Grounding System shall be solidly grounded throughout. Lighting standards, lighting service cabinet, ' ground rods and any exposed metal system components shall be solidly bonded to the system equipment ground conductor with accessible mechanical approved grounding connectors. Ground rods shall be 5/8" x 15' for lighting service cabinet and 5/8" x 10' for lighting standards ' and shall be copperweld type. I Feed Point ' Power will be supplied to the system from utility owned pole or pad mounted transformer. Make all provisions and arrangements for service as required by the respective utility agency. ' Lighting service cabinet shall be pad mounted type Tl in accordance with MnDOT Standard Plate No. 8140A. Enclosure shall be a NEMA 3 rated minimum 12 gauge steel cabinet with ' gasketed full hinged doors and padlock hasps. Suitable galvanized steel anchor bolts with double nuts to be provided for concrete foundation mounting. Inside of cabinet shall be finished with white enamel on suitably prepared surface. tService cabinet equipment, as applicable, shall be as specified below, or equal. ' Lightning Arresters McGraw Edison Type L Panelboard Square D NQOB Circuit Breakers Square D Q1B & QO ' Contactor Allen Bradley Bulletin 500L Selector Switch Allen Bradley Bulletin 800H Lighting service cabinet concrete foundation shall be provided in accordance with City of Chanhassen's Standard Plate No. 5234B. 1 ' 96 The contractor shall furnish and install 2" R.S.C. stubouts from the lighting service cabinet through the foundation. One 2" R.S.C. shall be provided for the lighting service cabinet to the utility transformer and two conduits (2" R.S.C.) shall be provided for the lighting circuits. One 2" R.S.C. shall be provided as a spare. J Lighting Equipment Lighting equipment shall be as described herein. Each lighting unit shall be complete as described with luminaire, standard or supports, auxiliaries, internal wiring, mounted accessories, etc. All equipment shall be UL labeled. Luminaries shall be or weather proof construction. Ballasts for HID lamps shall be high power factor regulator type operations to -20 degrees F. All internal parts of luminaire shall be readily accessible. Lighting standards shall be as individually described hereinafter. Concrete shall be Mix No. 3Y43 and shall cure 28 days before placing lighting equipment. Anchor bolt assemblies shall be provided by the lighting standard manufacturer. K Lighting Unit Roadway lighting unit including foundation, standard and luminaire. A. Foundation - Shall be as per the City of Chanhassen's Standard Plate No. 5234A modified to include anchor rods and anchor rod bolt pattern as per pole manufacturer's recommendations or as modified per base detail as indicated on the drawings. Anchor rods shall be furnished by the pole manufacturer; anchor bolt assemblies shall be high strength steel with top 12" galvanized after threading, galvanized break -away couplings and galvanized double nuts. Each foundation shall include three non-metallic conduit (N.M.C.) stubouts. The stubouts shall be 2" N.M.C. for feeders and one 3/4" N.M.C. for grounding conductor. L Residential Street Lighting Street lighting in residential areas shall conform to Xcel/Minnesota Valley Electric Group V rating. Street light fixtures shall be the Xcel/Minnesota Valley Electric Traditional, Acorn, or an approved equal style. 4.09 FENCE RESTORATION (2557) Removal and relocation or restoration of any fences disturbed shall be considered incidental to the cost of the project. 97 4.10 PAVEMENT MARKINGS (2563) A. Applications shall be in accordance with MnDOT specifications and the Minnesota Manual on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail Plates. A portion of the MnDOT requirements are as follows: 1. At the time of applying the marking material, the application area shall be free of contamination. The Contractor shall clean the roadway surface prior to the line application in a manner and to the extent required by the Engineer. 2. Glass beads shall be applied immediately after application of the paint line. 3. Pavement markings shall only be applied in seasonable weather when the air temperature is 50 degrees F or higher, and shall not be applied when the wind or other conditions cause a film of dust to be deposited on the pavement surface after cleaning and before the marking material can be applied. 4. The filling of tanks, pouring of materials or cleaning of equipment shall not be performed on unprotected pavement surfaces unless adequate provisions are made to prevent spillage of the material. 5. No striping operations will be permitted between sundown and sunrise without written permission from the Engineer. 6. All material shall be placed in a workmanlike manner, which shall result in a clearly defined line that has been adequately reflectorized with glass beads. 7. All pavement striping shall be 4 inches wide unless designated otherwise on the plans, and skip lines shall be in lengths of 10 feet separated by gaps of 40 feet. All pavement striping shall be a minimum of 15 mils thick (wet thickness). 8. Glass beads shall be uniformly applied at a rate of 6 pounds per gallon. 9. A reduction in pay shall be made for reduced thickness and/or width. Width shall be computed by random measuring. Thickness shall be computed by the following formula: Thickness = Gallons x 231 Length x Width 10. Application for the marking material shall be such as to provide uniform film thickness throughout the coverage area. Stripe ends shall be cleaned out and square, with a minimum of material beyond the cutoff. 11. Maintenance of traffic during pavement marking operations. 98 B. The contractor shall furnish and place, without extra compensation, all necessary warning and direction signs to maintain traffic during all pavement marking operations, and shall provide such protection to the uncured markings as may be necessary until traffic may cross them without any damage thereto. Traffic control during the striping operation shall be safe and satisfactory to the Engineer or all marking operations shall cease until traffic control meets with the Engineer's approval. Traffic control requirements may include, but are not limited to, furnishing a pilot car and/or flagpersons. Traffic shall be allowed to keep moving at all times, and the striping equipment shall be operated in such a manner that will not force traffic to cross uncured markings. Protection devices such as "cones shall be of an approved typed that will not cause damage to the vehicle when accidentally struck. 1 1 C. Payment for pavement markings shall be paid for at the contract unit price per linear foot or ' as otherwise specified. 4.11 STREET SIGNS AND POSTS A. Installation shall be in accordance with the Minnesota Manual on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail Plates. Residential Street Sign (Formerly embossed plates) Post: 12 foot galvanized tubular (2-3/8" outside diameter) Bracket: E-450 type bracket assembly, black. Signs: White on dark brown - Single faced, Hi -intensity on .063 aluminum. White E-450 border (white around bolt). E-450 size radius comer, punch and notch for E-450. All upper case same size letters. 6" and 9" plates used. B. For private streets signs shall be the same as above, except lettering to be white on blue background. C. Small Highway Sign Supports 1. Posts are to be of a modified channel design with two ribs along the back of each post as well as each toe. 2. Post shall be fabricated from high-strength billet steel with minimum yield strength of 80,000 PSI and minimum tensile strength of 100,000 PSI. 3. Post installation shall be composed of two 7 -foot lengths. The upper section shall weigh 2.5 lbs/ft and the lower section shall weigh 3 lbs/ft before punching. The posts shall be punched with continuous 3/8 -inch diameter holes on 1 -inch centers for the entire length of the post. The first hole shall be I inch from the top. 4. The posts shall be hot dip galvanized to ASTM -A123. 4.12 PROTECTION AND RESTORATION OF VEGETATION (2572) .P I 1 1 This work consists of protecting and preserving vegetation from damage and taking corrective action when damage occurs. Vegetation includes but is not limited to trees, brush, roots, woody vines, and perennial forbs and grasses. All work done shall conform to Section 2572 of MnDOT Standard Specifications. 4.13 EROSION CONTROL (2573) The Contractor shall be solely responsible for the installation, maintenance and removal of all sediment and erosion control measures within the project areas. The Contractor shall install fabric fences, culverts, check dams, sediment traps, hay and/or straw, etc. and all other such appropriate procedures as may be required to prevent sedimentation or erosion as noted on the plans or as directed by the Engineer. Upon completion of the project and restoration of all disturbed areas, the City will authorize the removal of all sediment and erosion control measures. The contractor shall remove and dispose of the erosion and sediment control measures. 4.14 TURF ESTABLISHMENT (2575) All turf establishment shall be in accordance with Section 2575 of the current Minnesota Department of Transportation Standard Specification, except as modified or altered below: A Sodding I. The Contractor shall fumish and install sod and topsoil to the areas designated by the engineer. 2. The sod shall meet the requirements of MnDOT Specification 3878. The Contractor shall use a sod cutter to make a straight line cut at full sod widths to match existing areas. Waste material shall then be removed and the area prepared to allow a depth of four inches (4") for topsoil placement. 4. The topsoil shall not be placed until the Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 5. The topsoil fine grading shall not be completed more than 24 hours prior to the sod laying operation. The contractor shall be required to remove topsoil placed on unapproved areas or topsoil which does not meet MnDOT Specification No. 3877 with such removal being done at the contractor's expense. 6. The Contractor shall not dump the topsoil on the street unless specifically approved by the engineer in the field. Topsoil dumped on the street shall not be allowed to remain overnight unless proper safety flashers are installed and approved by the Engineer in the field. 1 100 7. At all times during grading, preparation and sod laying, it shall be the Contractor's responsibility to see that all catch basins in the working area are kept clean. Gutters shall be cleaned and free of dirt and other materials at the end of each working day to ensure proper drainage. 8. Watering of the sod shall be the responsibility of the Contractor. 9. Fertilizer, analysis 10-10-10, shall be applied to all sod areas at the rate of 1,000 lbs./acres. B Seeding 1 1. The Contractor shall furnish and install seed and four inches (4") of topsoil to the ' areas designated by the Engineer. Imported topsoil may be required. 2. Seed mixture 80B shall be used in all rural seeding operations as determined by the Engineer and seed mixture 50B shall be used in all urban seeding operations as , determined by the Engineer. 3. The seeding shall not be done until the Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 4. If so directed by the Engineer, the Contractor shall reseed, at his/her cost, any area on which the original seed has failed to grow. 5. Fertilizer, analysis 10-10-10, shall be applied to all seed areas at the rate of 1000 lbs/acre. 6. Type 1 mulch shall be applied in accordance with Section 2575.3 of the current Minnesota Department of Transportation Standard Specification. Areas to be mulched shall be as shown on the plans or as directed by the Engineer in the field. C Topsoil Topsoil used for sodding and seeding areas shall be in accordance with Section 3877 of the current Minnesota Department of Transportation Standard Specification. D Street Sweeping The Contractor shall sweep the streets following the completion of the sodding and seeding operations. All sweeping shall be completed within two (2) calendar days after completion of the sodding and seeding operation. This sweeping shall be with a pick-up power sweeper and shall continue until all loose material is completely cleaned up to the satisfaction of the Engineer. Also, all catch basins shall be cleaned within the same time requirements stated above. 101 I 1 ' E Basis of Payment 1. Sodding. The contract price bid for the sod shall include the cost of furnishing and ' installing 4 inches of topsoil under the sod. 2. Water (sod). The cost shall be considered incidental to the project. 3. Roadside seeding. The contract price bid for the roadside seeding shall include the cost of fumishing and installing 4 inches of topsoil over the area to be seeded. ' 4. Commercial fertilizer. The unit of measurement and basis of payment shall be by the pound. 4.15 GEOTEXTILE STABILIZATION FABRIC Geotextile fabric shall be used where shown on the plans, and shall be Amoco 2002 or Marifi 500X or approved equivalent. The fabric shall be overlapped a minimum of two feet (T). The fabric in extremely bad soil conditions may need to be sewed together as directed by the engineer, and shall ' be paid for at an agreed upon hourly rate. Payment for the fabric shall be in square yards in place, and excluding overlap. ' 4.16 SEGMENTED MASONRY RETAINING WALL UNITS (2411) PART A (DRY CAST) ALL Scone This specification covers segmental masonry units for use in the construction of mortarless walls. Locations and wall heights shall be as shown on the plans and/or as directed in the field ' by the Engineer. A1.2 Requirements General ' Each wall that exceeds four (4) feet in exposed height shall be designed and certified by a registered professional engineer of the State of Minnesota. Design shall be submitted to the Engineer for review. In addition, the Contractor shall submit the following for all wall design: a. Manufacturer's literature: materials description and installation instructions. ' b. Shop drawings: Retaining wall system design including wall heights, reinforcement and drainage provisions approved by a registered professional ' engineer. 102 1 C. Color sample for selection by owner. d. A one (1) foot square piece of geotextile reinforcing as required by the Engineer. Materials Each manufacturing facility shall provide the Engineer with a copy of their quality control plan and procedures, including testing rates and material sources. Each manufacturing facility shall also supply test reports and documentation to verify compliance with this specification. The units shall conform to ASTM C1372, except that: a. The minimum compressive strength requirements shall be 38 Mpa (5500 psi) for any individual unit and 40Mpa (5800 psi) for the average of 3 units. b. The freeze/thaw durability of wall units tested in accordance with ASTM C 1262 in a 3% saline solution shall be the minimum of the following: 1) The weight loss of each of five test specimens at the conclusion of 90 cycles shall not exceed 1% of its initial weight; or: 2) The weight loss of 4 out of 5 test specimens at the conclusion of 100 cycles shall not exceed 1.5% of its initial weight, with the maximum allowable weight loss for the 5`h specimen to not exceed 10%. C. The freeze/thaw durability of cap units test tested in accordance with ASTM C 1262 in a 3% saline solution shall be the minimum of the following: 1) The weight loss of each of 5 test specimens at the conclusion of 40 cycles shall not exceed 1% of its initial weight; or: 2) The weight loss of 4 out of 5 test specimens at the conclusion of 50 cycles shall not exceed 1.5% of its initial weight, with the maximum allowable weight loss for the 51h specimen to not exceed 10%. d. Cap units must meet the requirements of (a) and (c) and have a top surface sloped at minimum of 1 mm fall per 10 mm run (1 inch fall per 10 inches run) front to back or be crowned at the center. e. ASTM C 1262 test results shall be recorded and reported in 10 cycle intervals. Note: It is the intention of this testing that 100% of the wall units and cap units meet the weight loss requirements for (bl) and (cl) respectively, or the a minimum of 80% of the 103 I ' wall units and cap units tested meet the weight loss requirements for (62) and (c2) respectively. If a manufacturer chooses to increase the sample size tested beyond the 5 units required for each block type, these percentages will still apply to the sample size chosen (i.e. if a sample size of 7 blocks is tested a minimum of 6 must meet the weight loss requirement of (b2) and (c2), if a sample size of 10 blocks is tested a minimum of 8 must meet the weight loss requirement). ' A1.3 Sampling And Testing ' Shall conform to ASTM C 140, except that: Section 6.2.4 shall be selected and replaced with: "The specimens shall be coupons cut from a ' finished side or back shell of each unit and sawn to remove any face shell projections. The coupon size shall have a height to thickness ratio of 2 to 1 before capping and a length to thickness ratio of 4 to 1. The coupon shall be cut from the unit such that the coupon height ' dimensions are in the same direction as the unit height dimension. Compressive testing of full size units will not be permitted. The compressive strength of the coupon shall be assumed to represent the net area compressive strength of the whole unit'. ' Cap units and wall units shall be sampled and tested as separate block types. ' Each manufacturing facility is required to sample and test each block type at the rate of one set of samples per 5000 units of continuous production or fraction thereof (if production is interrupted) as part of their overall quality control testing. Each 5000 units of continuous production (or fraction thereof) shall constitute a lot. Example: If 12,000 wall units are produced in a continuous production ' run, this would constitute 3 lots and 3 sets of samples would be required. If 6000 units are produced in each of two production runs (12,000 total) then 2 sets of samples would be required from each separate production run or lot (4 sets of samples total). Minimum manufacturing testing shall include a minimum of 5 randomly selected units from teach lot and the following testing on each set of samples: a. Compressive strength (average of 3 units) ' b. Freeze -thaw durability (average of 5 units) Test results from each lot of production shall be provided to the Engineer within 30 days of the completion of testing and prior to the incorporation of any material into a project. The test report will clearly state the production lot number represented by the test results. This lot.number shall ' correspond with the lot number supplied with the block on the certificate of compliance as outlined in section 2.1 below. ' A.2.1 Acceptance And Use ' 104 All block manufacturers complying with the requirements of Sections 1.1, 1.2 and 1.3 above shall submit test results supporting this compliance to the Engineer. An approved products list s on file in the MnDOT Foundations Unit and can be viewed on the MnDOT website at: httv://www.mrr.dot.state.mn.us/geotechnical/foundations.aV. Block types and manufacturing facilities not on this list shall not be allowed for use. All block submitted for use on MnDOT or Federal -Aid projects shall be accompanied by a certificate of compliance attached to each pallet of block (MnDOT specification 1603). The certificate of compliance shall include the name and address of the manufacturing facility, date of manufacture and lot number, in addition to all other required information. A.2.2 Method Of Measure Measurement will be made by the square foot for the area of the wall face above and finished grade furnished and installed as specified. A2.3 Basis Of Payment I 1 below , Payment will be made under unit (Modular Block Retaining Wall). Payment will include all labor and materials required to completely construct the wall including, but not limited to, backfill, drainage system components, geo-grid (as required), stain, sealer and aggregate base material. Common Excavation for the wall will be paid under a separate line item. 4.17 MINOR CONCRETE STRUCTURES PART B (WET CAST) 131.1 Description This work shall consist of the construction of a modular block retaining wall where shown on the plans. Locations and wall heights shall be as shown on the Plans and/or directed in the field by the Engineer. Wall design shall include aggregate foundation, drainage rock, geo-grid tiebacks (as required), subdrainage system, staining, sealant and all other materials necessary to construct the wall. A Concrete - Concrete shall be 3Y32 (Mn/DOT Certified Mix) and have a minimum 29 day compressive strength requirement of 4,000 psi for any individual load bearing unit. - Concrete blocks shall be wet cast and shall be 6% air entrained by volume. - Blocks shall be a minimum of 16" high, 48" wide and 24" deep. - Exterior face pattern shall be limestone textured rockface as approved equal. Apply per manufacturer's recommendations. 105 I ' B Sealant ' After construction of the wall, apply TK -290-12 sealant as manufactured by TK products Minnetonka, MN 952-938-7223 or approved equal. Apply per manufacturer's recommendations. C Staining Wall face shall be stained to wall manufactures recommendations after sealant is applied. See 6.00 Part C. 131.3 Construction Requirements A General The wall system shall be constructed in accordance with the manufacturer's recommendations upon review of the design methodology by the Engineer. B Manufacturer Modular Block Retaining Wall shall be RECON Wall Systems Inc. (612-374-1113) or approved equal. C Submittals Each wall that exceeds two (2) feet in exposed height shall be designed and certified by a registered professional Engineer of the State of Minnesota. Design shall be submitted to the City Engineer for review. In addition, the Contractor shall submit the following for all wall design: 1. Manufacturer's Literature: Materials description and installation instructions. 2. Shop Drawings: Retaining wall system design including wall heights, reinforcement, and drainage provisions approved by a Registered Professional Engineer. 3. Color sample for selection by Owner. 4. A one (1) foot square piece of geotextile fabric reinforcing as required by the Engineer. D Delivery, Storage and Handling Contractor shall check the materials upon delivery to assure that proper materials have been received and then protect the materials from damage. Contractor shall prevent excessive mud, wet cement, epoxy and like materials, which may affix to the materials, from coming in contact with the materials. No damaged materials may be used on the project. 106 E Footing Construction Shall be as recommended by the manufacturer. Over excavated areas shall be filled with select granular backfill material and compacted to 95% standard proctor density. Base material shall be compacted so as to provide a level hard surface on which to place the first course of units. Compaction shall be with mechanical plate compactors with density obtained by the Ordinary Compaction Method. F Wall Construction First course of block shall be placed on the prepared base and then checked for level, alignment, and full contact with the base. Units shall be placed end to end for the full length of the wall alignment. The alignment shall be set by using a string line or offset from a base line. G Backfill and Compaction Shall be in accordance with the manufacturer's recommendations and commence immediately after placement of the first course. B 1.4 Method Of Measure Measurement will be made by the square foot for the area of the wall face above and below finished grade furnished and installed as specified. B 1.5 Basis Of Payment Payment will be made under the unit price (Modular Block Retaining Wall). Payment will include all labor and materials required to completely construct the wall including, but not limited to, backfill, drainage system components, geo-grid (as required), stain, sealer and aggregate base material. Common Excavation for the wall will be paid under a separate line item. 4.18 SEGMENTAL MASONRY RETAINING WALL SURFACE SEALING PART C C1.1 All segmental masonry retaining walls shall have their surfaces sealed. Segmental masonry retaining wall surface sealing shall consist of preparation, furnishing and applying the surface sealer to the top, exposed front face, and backside of the upper three courses of all walls. Surface sealers shall meet requirements on file in the MnDOT Concrete Engineering Unit (651- 779-5572). The list may also be viewed on the MnDOT website at: lvww.mrr.dot.state.mn.Lis/pavement/coilcrete/products.asp . 107 [1 I I I 1 J Due to the potentially hazardous ingredients contained in sealer formulations extreme care must be exercised in their handling and use, and the manufacturer's recommendations shall be closely followed. C1.2 Construction Requirements 1. The Contractor shall comply with the manufacturer's written instructions for preparing, handling and applying the surface sealer. 2. The surface to be treated shall receive a light -blast to the extent that the surface is clean and free of oils. 3. Before the surface sealer is applied the surface to be sealed shall be dry and free of all dust, debris and frost. 4. Surface sealers shall be applied at the heaviest applications rate specified by the manufacturer. All materials and work performed as specified above will be incidental to the construction of the wall. 108