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CAS-20_POWERS POINTE SUBDIVISION AND SITE PLANA(1 /J 1 / /V-,V4 ii ,7 federal package Media Contact: 4044 Peavey Road, Chaska, MN 55318-2344 Suzy Feine, Feineprint Creative Group www.FederalPackage.com 612.723.7181, sfeine@feineprintcreative.com Federal Package Network Inc. Moves to Accommodate Growth New Building and Expanded Workforce will Help Company Keep Up with Demand CHASKA, MN, December 22, 2014 — Federal Package Network Inc. (www.FederalPackage.com), a contract manufacturer that produces and fills a broad line of containers that hold some of the world's top beauty products, announced today the company will be moving to a larger facility to accommodate continued growth and allow for expanded capabilities. In March 2015, Federal Package will occupy 96,000 square feet of the industrial building located at 8100 Powers Boulevard in Chanhassen, Minnesota, and will begin expanding its workforce to meet growth expectations. "The cosmetic industry continues to expand globally and is predicted to reach more than $62 billion by 2016," says Steve Dakolios, president of Federal Package. "Moving to a larger facility will allow us to offer additional capabilities to our customers and satisfy market demand." The new building will house Federal Package's FDA -registered laboratory, production facility and corporate offices, and the company will continue to offer injection molding, custom container design and labeling, compounding, filling and retail -ready packaging services. About Federal Package Network Inc: Federal Package is a premier provider of injection molded propel repel containers that are used by the health and beauty industry for lip balms, sun sticks, cosmetics and other health and beauty aids. We are FDA -registered and offer a full range of services including injection molding, custom container design, compounding, filling, decorating, labeling, blister carding and pack out. Learn more at www.FederalPackage.com. SCANNED 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: 952.22T1 170 Finance Phone:952.227.1140 Fax: 952.227.1110 Park & Recreation Phone:952.227.1120 Fax 952.2271110 Recreation Center 2310 Coulter Boulevard Phone:952.22T1400 Fax:952.227.1404 Planning 8 Natural Resources Phone:952.227.1130 Fax: 952.227.1110 Public worts 7901 Park Place Phone:952.227.1300 Fax: 952.227.1310 Senior Center Phone: 952.227.1125 Fax: 952.227.1110 Web Site www.ci.chaflhassen.mn.us G-1 CI. MEMORANDUM TO: Todd Gerhardt, City Manager FROM: Kate Aanenson, AICP, Community Development Director DATE: November 12, 2013 ow SUBJ: Preliminary and Final Plat Approval and Site Plan Approval for Powers Pointe — Planning Case 2013-20 PROPOSED MOTION "The Chanhassen City Council approves a Preliminary Plat of 16.94 acres into One Lot and Two Outlots (Powers Pointe), Site Plan Approval for construction of a 140,000 square -foot officetwarehouse building, and adoption of the attached Findings of Fact." City Council approval requires a majority vote of City Council. Request for Preliminary Plat Review of 16.94 acres of property zoned Industrial Office Park (IOP) and located west of Powers Boulevard, south of the Twin Cities & Western Railroad tracks, and east and north of Riley Creek (Outlot F, Chanhassen Lakes Business Park) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot office/warehouse building. PLANNING COMMISSION SUMMARY The Planning Commission held a public hearing on October 15, 2013 to review the proposed development. The Commission voted 6 — 0 to recommend approval of the subdivision and site plan. The Planning Commission added nine conditions submitted by the Engineering Department to address the connection of sanitary sewer to the Metropolitan Council line. The October 15, 2013 Planning Commission minutes are attached. RECOMMENDATION "The City Council approves a Preliminary and Final Plat of 16.94 acres into one lot and two outlots (Powers Pointe); Site Plan Approval for construction of a 140,000 square -foot office/warehouse building as shown in plans dated received September 20, 2013 subject to the following condition; and adoption of the attached Findings of Fact". ATTACHMENTS 1. Planning Commission Staff Report dated October 15, 2013. 2. Planning Commission Minutes dated October 15,2013. 9:�Plan\2013 planning cases\2013-20 powers point6mmutive summary.doc SCANNED Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow IA rCITY OF CHANHASSEN y � AN H A SS PROPOSED MOTION: PC DATE: October 15, 2013 ❑ CC DATE: November 12, 2013 REVIEW DEADLINE: Nov. 12, 2013 CASE #: 2013-20 BY: KA "Me Chanhassen Planning Commission recommends that City Council approve a Preliminary Plat of 16.94 acres into One Lot and Two Outlots (Powers Pointe), Site Plan Approval for construction of a 140,000 square -foot office/warehouse building, and adoption of the attached Findings of Fact." SUMMARY OF REQUEST: Request for Preliminary Plat Review of 16.94 acres of property zoned Industrial Office Park (IOP) and located west of Powers Boulevard, south of the Twin Cities & Western Railroad tracks, and east and north of Riley Creek (Outlot F, Chanhassen Lakes Business Park) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot office/warehouse building. LOCATION: 8100 Powers Boulevard APPLICANT: United Properties 3500 American Blvd., Suite 200 Minneapolis, MN 55431 Brandon Champeau 952-837-8653 Brandon.chamneaua.Lipronerties.com Paul's Family Trust 7676 Highway 145 Telluride, CO 81435-4100 Mark Steingas 952-392-1306 marks@copperwood-realestate.com PRESENT ZONING: Office Industrial Park (IOP) 2020 LAND USE PLAN: Office Industrial ACREAGE: 16.94 DENSITY: NA 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. Notice of this public hearing has been wailed to all property owners within 500 feet. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 2 of 20 PROPOSAL/SUMMARY The following is a summary of the requests: 1. Subdivision/Preliminary and Final Plat: The first request is to plat of 16.94 acres into one lot and two outlots — Powers Pointe. 2. Site Plan Review: The second request is for site plan approval for the construction of a 140,800 square -foot building. The property is zoned Industrial Office Park. The intended use of the site is office/warehouse which is a permitted use in the district. APPLICABLE REGULATIONS Chapter 18, Subdivisions Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article )WWI, Division 7, Design Standards for Commercial, hidustrial and Office hustutional Developments BACKGROUND The site is currently an outlot in Chanhassen Lakes Business Park, which was platted in 1979. The site is bordered by the Twin Cities and Western Railroad and electrical transmission towers on the north, Powers Boulevard on the east, and Riley Creek on the west and south. Access to the site is limited to Powers Boulevard. All surrounding properties are zoned IOP Industrial Office Park. The property rises from Powers Boulevard 40 feet to the center of the site and 50 feet from Riley Creek to the center of the property. The site will be graded and the dirt balanced to accommodate a finished floor elevation of 946. Because of the change in elevation and the significant amount of trees on the property, there will be limited visibility of the building from the surrounding properties. CenterPoint Energy has an electrical transmission easement running north/south through the site. A parking lot is shown over this easement. There is also a gas transmission easement parallel to the railroad tracks. SUBDIVISION The proposal includes the platting of Outlot F, Chanhassen Lakes Business Park into three lots. Access to the site is via Powers Boulevard. A future city well is being considered for Outlot B. Outlot A is being created as a preservation area. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 3 of 20 I GO M11W� s"'s � sR"'" - n•-- •� is 1� g ...._. ._.... ^i C Nispnr_ kk 1 ai y � L r 7 --Wjs -- 1 1 'Q. •.wean ...� Ili i ....r,.. �PII BLOCK 1 w` rl 1 = 0 -�� OtralOr A C301 Compliance Table Area use Lot 1 12.40 acres Office /Warehouse Outlot A 4.20 acres Preservation area dedicated to the city Outlot B .34 acres Future well site Plat The property is proposed to be platted into one lot and two outlots. Outlot A will encompass the southern portion of the site that is heavily wooded and is intended to be a preservation area that will be deeded to the City. Outlot B is the site for a future city well and shall be deeded to the city upon recording of the final plat. Streets and Access The property lies west of Powers Boulevard and south of the railroad tracks. Full access to the site will be from the existing curb cut on Powers Boulevard. Due to the elevations of the site a 9.9% driveway is proposed at the full access. The existing landing area at the Powers Boulevard intersection will provide a relatively flat area for vehicles to enter and exit the site. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 4 of 20 The site is designed for tractor -trailer units to enter the site at the existing curb cut. For site circulation purposes the developer proposes a second access to Powers Boulevard, approximately 400 feet north of the existing curb cut to allow for egress of tractor -trailer units. The developer has discussed the proposal with Carver County since the County has jurisdiction over Powers Boulevard. The sight line and turning movement information for each access must be submitted to Carver County for review and approval. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. Utilities The developer proposes to extend 8-inch private watermain from the existing trunk watermain within the west side of the Powers Boulevard right of way. The trunk watermain was installed with the Chanhassen Lakes Business Park improvements with Project 78-3. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. The private watermain will loop around the building, with hydrants located per the Fire Marshal's recommendation. Prior to installation of the private watermain the developer must obtain any necessary permission to install the hydrant within the gas and electrical easement on the site. The developer proposes to connect to the Met Council sanitary sewer to the southwest of the site, within a City -owned outlot. The Met Council requires this connection to be publicly owned due to the inside drop proposed within the manhole, and requires the City to enter in to a connection and maintenance agreement. The property owner shall pay for any costs incurred from the terms of the agreement within four (4) years of sanitary sewer connection. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer and must obtain an MPCA Sewer Extension permit. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. Grading Site topography is such that it currently decreases rapidly in elevation to the south, east and west with as much as 68 feet of fall from the high point on the property to Riley Creek on the adjoining property to the south. Some parts of the property have grades as steep as 37% and are considered bluff under MN Rules chapter 6410 and Chanhassen City Code section 1-2. Currently these areas of severe grade change are undeveloped and vegetated with a mature tree canopy which Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 5 of 20 minimizes the risk for slope failure and sediment deposition into Riley Creek. Bluff impact zones must be clearly demarcated on the drawings and grading and intensive vegetation removal should be avoided unless the project is dependent upon these activities. The proposed plan calls for significant grading within these potential bluff areas and will likely result in creation of bluff areas where they currently do not exist. The applicant must show that they cannot achieve the intended end use without grading as shown. It appears that a substantial amount of the grading along the most westerly property boundary can be avoided. This would minimize tree loss and provide better protection for Riley Creek. Further, even if this entire area must be graded, the plans show tree loss beyond the grading limits. Tree removal to the property boundaries for the purpose of grading is not allowed within shoreland and bluff impact zones. The developer proposes to grade all of Lot 1 and a portion of Outlot B; no grading is proposed within Outlot A. Tree removal, grading and retaining wall construction within Outlot B will be done when the well site is developed in the future. The developer has indicated that the excess material from the site will be trucked to a location outside of the Chanhassen city limits and has provided an acceptable haul route. Drainage The entire site is tributary to Riley Creek which drains to Lake Susan. Lake Susan is impaired for nutrients and Riley Creek, further downstream, is impaired for sediment. The applicant is proposing to use vaults under the parking lot to achieve storm water management requirements. The preliminary stormwater narrative does indicate that the design will meet minimum requirements for the removal of total suspended solids and total phosphorus. However, under the recently issued General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the National Pollution Discharge Elimination, the applicant will be required to abstract one inch of runoff from impervious surfaces. In discussions with the developer's engineer, the idea of reusing stormwater to meet this requirement was discussed. The applicant will need to provide design information showing how this system will be constructed and utilized. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve runoff patterns and energy dissipation. Given the slope of the driveways Carver County is concerned that runoff may bypass the single catch basin shown on each driveway and enter Powers Boulevard. The developer must provide catch basin spacing calculations to Carver County for review and if necessary, provide additional catch basins prior to City Council consideration of the final plat. The proposed outfall into the rain garden will be in excess of seven (7) cubic feet per second. This will result in significant scour force and will likely result in damage to the rain garden if not render the rain garden ineffective as a stormwater management tool. Erosion Control This site has known drainage and erosion issues as sediment is frequently transported onto Powers Boulevard. It is also tenuous to begin grading operations so late in the season because Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 6 of 20 weather conditions are so variable and unpredictable. For this reason, it is very important that extraordinary efforts are made to assure that the site is maintained in a fashion that minimizes the likelihood of erosion and subsequent sediment deposition into Riley Creek. The plan proposes to grade 11.4 acres at one time. This area is all tributary to Riley Creek and Lake Susan. Lake Susan is an impaired water as defined under Section 303D of the federal Clean Water Act. Given that Lake Susan is less than one -quarter mile from the subject property, Appendix A of the NPDES Construction Permit will need to be incorporated into the grading plan, erosion prevention and sediment control plan and the permanent storm water management plan. Some specific elements that must be incorporated into the plans include: 1. The abstraction of one (1) inch of rainfall on -site from all new impervious surface. 2. Temporary sediment basins need to be used during mass grading and shall be designed and constructed to accommodate the storm event with a two-year return interval. Dewatering of the temporary sediment basin(s) shall be performed with a floating skimmer type outlet. 4. Winter shut down will require all exposed soils to be stabilized. If soils are frozen, the site will need to be hydro mulched. If snow is present prior to stabilization, the site will need to be stabilized by frost seeding and blowing straw mulch on top of the snow. 5. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area. Shoreland Overlay District Much of the westerly portion of this property lies within the Shoreland Overlay District for Riley Creek. Riley Creek is immediately tributary to Lake Susan. Lake Susan is impaired for excess nutrients as is Lake Riley which Lake Susan is tributary to. Currently, the reach of Riley Creek adjacent to this property is not impaired; however, Riley Creek is impaired for turbidity after it leaves Lake Riley. Land use decisions should be made with the idea of preventing the degradation of Riley Creek and improving Lakes Susan and Riley. Article VII, Chapter 20 of the Chanhassen City Code as well as Minnesota Rules, Chapter 6120 regulates land use within this area. In general, the proposed land use and topographic alteration are consistent with these rules. An exception is in regard to the topographic and vegetative alterations within the bluff impact zone and the shoreland impact zone. Both code and state rule allow Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 7 of 20 for "Vegetative alterations and excavations or grading and filling necessary for the construction of structures and sewage treatment system.... Alterations of vegetation and topography must be controlled by local government to prevent erosion into public waters, fix nutrients, preserve shoreland aesthetics, preserve historic values, prevent bank slumping and protect fish and wildlife." The proposed plan indicates significant grading to the west, within what appears to be both the shoreland impact zone and the bluff impact zone. These zones must be clearly demarcated on the plan set. It is apparent upon review of the plan that much of the proposed grading and tree removal westerly on the site is not necessary for the construction of the building or appurtenant infrastructure. Further, the plan is calling for the removal of trees where no grading, integral to the structure or not, is being proposed. The plans shall be modified to limit the grading and tree removal on steep slopes and bluff impact zones to only that which is integral to the proposed facilities. The drawings should clearly show Riley Creek, the 300-foot shoreland overlay district, and all bluff areas. If there is any point where the 50-foot setback from the center line of Riley Creek is coincidental to the subject property, this must be clearly shown on the plan set as well. Wetlands In preliminary discussions, staff informed the consulting engineer that a wetland was located adjacent to Powers Boulevard south of the proposed primary access. Staff indicated that a delineation would not need to be done provided the proposed work remained far enough away from the likely wetland location. In an email dated August 26, 2013 staff stated: "The likely wetland boundary shown on the attached is coincidental with the 892' contour. You will need a minimum of 45' from the presumed wetland boundary to the edge of bit/back of curb on the ingress/egress (30' buffer and 15' for the secondary structure setback). If this is not possible, we may then need to look at an actual field delineation." The current proposal shows a rain garden being constructed within the area delineated by the 892' contour. It is acceptable to have the rain garden within the wetland buffer. However, this proposed location is well within the possible wetland extent and it will need to be determined that this placement will not constitute a wetland impact. For this reason, a wetland delineation will be necessary prior to making any decision about the proposed rain garden design. As an alternative, depending upon field conditions, it may be possible to have the proposed improvements staked in the field by the applicant or their representative and staff can use these locates to determine if these improvements constitute no loss in wetland as defined by the MN Wetland Conservation Act. In addition to this wetland area along Powers Boulevard, the City Wetland Inventory shows floodplain wetland adjacent to Riley Creek. This wetland extends almost the entire length from the Twin Cities & Western Railroad to Powers Boulevard. This is a high quality wetland with a Preserve Management classification. Preserve Wetlands have a 40-foot buffer with a 40-foot Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 8 of 20 primary structure setback. At a glance, based upon aerial photography and the provided plan set, it appears that there is adequate buffer for the floodplain wetland provided the tree preservation along the western property limits is maximized as discussed in the grading section of this report. Retainin¢ Walls The developer proposes to construct four retaining walls on the site: Powers Pointe Planning Case No.2013-20 October 15, 2013 Page 9 of 20 Wall I Wall 2 Wall 3 Wall 4 Approximate Length Maximum Height 170 feet 7 feet 175 feet 5 feet 190 feet 8 feet 370 feet 12.7 feet The applicant is working with staff to alter the grading plan to reduce the height of some of the retaining walls, therefore final wall height may vary from what is indicated above. A portion of Wall 1 lies within the existing gas and electric easements and a portion of Wall 4 lies within an electric easement. Before these retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the easements. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. Wall 2 shall be moved easterly to only encompass that area integral to the construction of the proposed infrastructure and site grading shall be minimized accordingly. Fees The Engineering and Water Resources fees for the Powers Pointe final plat are calculated as follows: GIS Fee: $25 (plat) + (3 parcels c $10/parcel) $55.00 Surface Water $240,879.40 Management Fee: -Water Quality 12.4 acres($16,440/acre)= $203,856.00 -Water Quantity 12.4 acres($8,110/acre)= $100,564.00 -SWMP Credit 7.73acres (0.5•$16,440/acre)-- -$63,540.60 PARKS A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval. SUBDIVISION FINDINGS 1. The proposed subdivision is consistent with the zoning ordinance. Finding: The subdivision meets the intent of the city code subject to the conditions of the staff report. 2. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 10 of 20 Finding: The proposed subdivision is consistent with applicable plans. 3. 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; Find: The proposed site is suitable for development subject to the conditions specified in this report. 4. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter; Finding: The proposed subdivision will be served by adequate urban infrastructure. 5. The proposed subdivision will not cause environmental damage; Finding: The proposed subdivision will not cause environmental damage subject to conditions of approval. 6. The proposed subdivision will not conflict with easements of record. Finding: The proposed subdivision will not conflict with existing easements, but rather will expand and provide all necessary easements. 7. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: a. Lack of adequate storm water drainage. b. Lack of adequate roads. c. Lack of adequate sanitary sewer systems. d. Lack of adequate off -site public improvements or support systems. Finding: The proposed subdivision is provided with adequate urban infrastructure. SITE PLAN AND ARCHITECTURAL COMPLIANCE HIGHWAY 5 OVERLAY DISTRICT The proposed building is 140,800 square feet and will be used for office and warehousing. There is limited visibility to the building because of the changes in grade. The city owns Outlot E (8.8 acres) which provides and even greater buffer to the surrounding uses on the west and south sides of the building. The building will be visible from the industrial building to the north. Additional landscaping will be required. Because of the location of the gas and transmission lines, the location of the landscaping is limited. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 11 of 20 COMPLUNCE TABLE LOT 1 Setback Required Minimum Proposed From Street 30 feet 150 feet From Side Lot Lines 30 feet 145+ feet Rear Yard 30 feet 130 feet Hard Surface 70% 64.28% Height 50 feet 28 feet Creek Setback 50 feet 230 feet Size, Portion and Placement Entries: The building has a pronounced entrance with the office portion. This area has the most glass and is the most visible from Powers Boulevard. Articulation: The building incorporates adequate detail. The architectural style will fit in with the surrounding area. The building will provide a variation in style through the use of rock face block, cement board panel, glass, and canopies. Lighting: A parking lot light plan has been provided. Seven, 20-foot high light fixtures with downcast shield will be located along the main entrance drive. In addition, there will be wall pack lighting along all sides of the building. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 12 of 20 Signs: A monument sign is proposed at the entry from Powers Boulevard. A development sign will be attached to the retaining wall entering the site. All signs including future business wall signs are required to obtain permits and meet city standards. Material and Detail High quality materials — accent material may occupy up to 15 percent of the buildings facade. The building will use precast panels "Red Rock" and rock face block `red dust" as the primary elements. Cement board panel "Dune" is an accent material above the entrances and the window cladding will be clear with the metal canopy a "colonial red". Color The colors chosen for the building are earth tones. The selection blends in with the surrounding buildings. Height and Roof Design The building falls within the Highway 5 Corridor District which limits the height of the buildings to three stories or 40 feet. The building height is 28 feet. The mechanical equipment will be on the roof. The size and location has yet to be determined and will be tenant specific. The equipment should be located 20-30 feet from the parapet edge to minimize its view. The parapet will vary from 12 to 24 inches. Because the building is so high above the road, it is not anticipated that any equipment will be seen. City code requires a pitched element on buildings. This can be achieved through roof design or awnings. The building complies with this requirement. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 13 of 20 Li U Li i j v --------- -••------...•_ 7. •••. i y i <u S1 a Facade Transparency All facades viewed by the public contain more than 50 percent windows and/or doors. Site Furnishin¢ The applicant has provided an outdoor seating area for the retail space as well as benches and a planter for the office space. Loading Areas, Refuse Areas, etc. The applicant is proposing 18 loading docks along the north side of the building. The trash enclosures are located along the north side of the building. Recycling space should be contained within the same enclosure. Lot Frontage and Parking Location The office portion of the building faces Powers Boulevard. Parking will be located between Powers and the east side of the building. The remaining parking is located along the southern side of the building. The city's parking ordinance requires the following: Office: 5 stalls per 1000 square feet Warehouse: 1 stall for each 1,000 square feet of gross floor area up to 10,000 square feet and one additional space for each additional 2,000 square feet Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 14 of 20 Based upon the above -listed requirements, the office portion will require 176 spaces while the warehouse will require 53 stalls for a total of 229 parking spaces. The applicant has provided 229 spaces. Landscapinfr A Powers Pointe site plan meets the minimum requirements for landscaping which includes 16,511 square feet of landscaped area around the parking lot, landscape islands or peninsulas, and 66 trees for the parking lot. The applicant's proposed as compared to the requirements for landscape area and parking lot trees is shown in the following table. Required Proposed Vehicular use landscape area 16,511 s . ft. >16,511 s . ft. Trees/parkingTrees/parking lot 66 trees 23 trees Islands or peninsulas/parking lot 11 islands/peninsulas 9 islands/peninsulas The plan does not meet minimum requirements for trees and landscaping in the parking lot area. Additional trees shall be planted around the perimeter of the parking lots and drive areas. Landscaping should also be provided on the southeastern slope by the entry drive. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 15 of 20 Staff recommends that the applicant install a more columnar form of evergreen in the landscape peninsula on the northeast comer of the building. Bufferyards are required along Powers Boulevard and the north property line. The north property is installed at 75% of the total required, as directed by ordinance. Bufferyard Requirements Required plantings Proposed plantings Bufferyard B — north prop. line, 1080' - 24 Understory trees 0 Overstory trees *all trees required to be understory due 32 Shrubs 0 Understory trees to overhead lines 0 Shrubs Bufferyard C — east prop. Line, 600' 12 Overstory trees 3 Overstory trees 30 Understory trees 0 Understory trees 30 Shrubs 0 Shrubs Building Official 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. SffE PLAN FINDINGS In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: (1) Consistency with the elements and objectives of the city s development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted; (2) Consistency with this division; (3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 16 of 20 (4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; (5) Creation of functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. (6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development is consistent with the City's Highway 5 corridor design requirements, the comprehensive plan, the zoning ordinance, the design standards, and the site plan review requirements. The site design is compatible with the surrounding developments. It is functional and harmonious with the approved development for this area. Staff regards the project as a reasonable use of the land. The overall design is sensitive to the Highway 5 corridor's image. Based upon the foregoing, staff is recommending approval of the site plan with conditions outlined in the staff report. RECOMMENDATION Staff recommends the Planning Commission adopt the following motion: "The Chanhassen Planning Commission recommends that City Council approve a Preliminary Plat of 16.94 acres into one lot and two outlots (Powers Pointe); Site Plan Approval for construction of a 140,000 square -foot officelwarehouse building as shown in plans dated received September 20, 2013 subject to the following conditions, and adoption of the attached Findings of Fact. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 17 of 20 Planning 1. The applicant shall enter into a site plan agreement. 2. The architecture shall be revised to match the plan dated October 4, 2013. 3. Recycling space shall be contained within the trash enclosure located on the north side of the building. 4. All signs including future business wall signs are required to obtain permits and meet city standards. Landscaping 1. The applicant shall install a total of 11 islands/peninsulas in the parking lot and 66 trees. 2. The applicant shall specify a columnar evergreen species for the northeast landscape peninsula. 3. The applicant shall install the required bufferyard plantings along the north and east property lines. 4. The applicant shall correct the botanical name for Imperial honey locust in the plant schedule. Park 1. A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. 2. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval (2013 rate at $12,500 per acre). 12.40 x 12,500=$155,500 Building 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four feet high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 18 of 20 En¢ineerina Outlots A and B shall be deeded to the City by Limited Warranty Deed upon recording of the final plat, subject to review of an updated title commitment to the Outlots and approval of title by the City Attorney. A use restriction preserving the property for open space may be recorded against Outlot A by Developer immediately prior to the recording of the Limited Warranty Deed, provided the use restriction has been approved by the City Attorney. These use restrictions may be modified by approval of the City and the owner of Lot 1, Block 1, Powers Pointe. The property being conveyed to the City shall be subject to all easements of record, provided the easement does not interfere with the City's intended use of Outlot A, and a Declaration of Development Standards and Protective Covenants dated December 19, 1988, as document no. 59565. Developer shall use commercially reasonable efforts to cause this declaration to be removed from title by a proceeding subsequent to be completed after the plat has been recorded. 2. The sight line and turning movement information for each access must be submitted to Carver County for review and approval. 3. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. 4. The current streetlight locations provide adequate lighting at the proposed driveway intersections. 5. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. 6. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. 7. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. 8. Prior to installation of the private watermain the developer must obtain any necessary permissions to install the hydrant within the gas and electrical easement on the site. 9. The property owner shall pay for any costs incurred from the terms of the MCES agreement within four (4) years of sanitary sewer connection. 10. Prior to connection the developer shall acquire the necessary pen-nits/permissions to connect to the Met Council sewer and must obtain an MPCA Sewer Extension permit. 11. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve energy dissipation. Design changes must be completed prior to City Council consideration of the final plat. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 19 of 20 12. The developer must provide catch basin spacing calculations to Carver County for review and, if necessary, provide additional catch basins prior to City Council consideration of the final plat. 13. Upon City Council approval of the final plat, the developer is authorized to proceed with site grading operations prior to submittal of the final plat and related documents, provided that the project security has been submitted. 14. Before the retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the gas and electrical easements. 15. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. 16. Temporary sediment basin(s) will be required during mass site grading. 17. Dewatering of temporary sediment basin(s) will require the use of a floating skimmer methodology. 18. Winter shutdown will require all exposed soils to be stabilized. If soils are frozen, the site shall be hydro mulched. If the site is snow covered the area will need to be frost seeded and have straw mulch blown atop the snow. This shall be included as a note in the erosion prevention and sediment control plan and within the Storm Water Pollution Prevention Plan (SWPPP). 19. The SWPPP and all pertinent plans shall be updated to reflect that Lake Susan is within one mile of the site, receives drainage from the site and is impaired for excess nutrients. 20. Appendix A of the General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the NPDES shall be incorporated into the Erosion Prevention and Sediment Control Plan, the Grading Plan, the SWPPP and the storm water management plan as well as anywhere else it applies. 21. Prior to recording of the final plat calculations shall be provided showing that one inch of runoff from the new impervious surface is retained on site either through infiltration and/or reuse from the underground storm sewer vaults. 22. Construction of the rain garden shall not occur until after the majority of the site is stabilized and at least the base course is installed in the paved areas. 23. The proposed rain garden area shall be protected from construction -related activities until such a time as it is ready to be constructed. This shall be indicated on the plans where appropriate. 24. Best Management Practices such as j-hooked silt fence or properly sized and staked biorolls or wattles shall be installed to break up the run on the slopes located in the southeast and southwest comers of Lot 1. 25. The plans shall include all pertinent setbacks and buffers including: Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 20 of 20 a. Shoreland Overlay District (300' from centerline of Bluff Creek) b. Fifty (50) foot setback from Riley Creek. c. All bluff impact zones. d. All wetland boundaries and buffers from those boundaries. 26. Given the proximity to the wetland along Powers Boulevard, the applicant shall make available the necessary evidence to determine that no loss of jurisdictional wetland will result from the proposed activities. 27. Vegetative and topographic alterations shall only occur as necessary for the construction of the facility and appurtenant infrastructure. The wall located southwesterly on the site labeled "Wall 2" in the staff report, shall be relocated easterly to minimize aforementioned alterations. 28. Tree preservation shall occur in those areas where grading is not integral to the intended purpose or construction of the site. Tree protection fencing shall be shown on the plan and installed concurrently with the initial erosion prevention and sediment control BMPs. 29. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area. 30. The $240.879.40 Surface Water Management Fee must be paid before the final plat is recorded. The fee was calculated as follows: Water Quality 12.4 acres($16,440/acre)= $203,856.00 Water Quantity 12.4 acres($8,110/acre)= $100,564.00 SWMP Credit 7.73acres (0.5*$16,440/acre)=-$63,540.6" ATTACHMENTS 1. Findings of Fact and Recommendation. 2. Development Review Application 3. Project Narrative. 4. Powers Pointe Preliminary Plat. 5. Site Plan Sheet Al dated Received September 16, 2013. 6. Partial Floor Plan Sheets A2.1 and A2.2 dated Received September 16, 2013. 7. Building Elevations Sheet A3 dated Received October 4, 2013. 8. Building Rendering of Partial South Elevation dated Received October 4, 2013. 9. Landscaping Plan Sheet Ll dated Received September 16, 2013. 10. Site Lighting Plan Sheet L2 dated Received September 16, 2013. 11. Civil Plans dated Received September 16, 2013 (12 sheets). 12. Public Hearing Notice Affidavit of Mailing. g:�plan\2013 planning ca \2013-20 powers point6statrreport pc.doc CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of United Properties for the following: 1. Preliminary Plat to subdivide 16.9 acres into one lot and two outlots — Powers Pointe. 2. Site Plan Review for the construction of a 140,800 square -foot officelwarehouse building on Lot 1, Block 1, Powers Pointe. On October 15, 2013, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of United Properties requesting a Preliminary Plat and Site Plan review (Planning Case 2013-20). 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 IOP, Industrial Office Park. 2. The property is guided Office Industrial. 3. The legal description of the property is shown on 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. Findine: The subdivision meets the intent of the city code subject to the conditions of the staff report. B. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city s comprehensive plan; Findin¢: The proposed subdivision is consistent with applicable plans. 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; Finding: The proposed site is suitable for development subject to the conditions specified in this report. 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; Finding: The proposed subdivision will be served by adequate urban infrastructure. E. The proposed subdivision will not cause environmental damage; Finding: The proposed subdivision will not cause environmental damage subject to conditions of approval. F. The proposed subdivision will not conflict with easements of record. Finding: The proposed subdivision will not conflict with existing easements, but rather will expand and provide all necessary easements. G. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: a. Lack of adequate storm water drainage. b. Lack of adequate roads. c. Lack of adequate sanitary sewer systems. d. Lack of adequate off -site public improvements or support systems. Finding: The proposed subdivision is provided with adequate urban infrastructure. 5. In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: (1) Consistency with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted; (2) Consistency with this division; (3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; (4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; (5) Creation of functional and harmonious design for structures and site features, with special attention to the following: 2 a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. (6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development is consistent with the City's Highway 5 corridor design requirements, the comprehensive plan, the zoning ordinance, the design standards, and the site plan review requirements. The site design is compatible with the surrounding developments. It is functional and harmonious with the approved development for this area. Staff regards the project as a reasonable use of the land. The overall design is sensitive to the Highway 5 corridor's image. Based upon the foregoing, staff is recommending approval of the site plan with conditions outlined in the staff report. 6. The planning report #2013-20, dated October 15, 2013, prepared by Kate Aanenson, et al, is incorporated herein. The Planning Commission recommends that the City Council approve Preliminary Plat for Chanhassen Lakes Business Park and Site Plan for Powers Pointe. ADOPTED by the Chanhassen Planning Commission this 15a' day of October, 2013. CHANHASSEN PLANNING M Its Chairman CITY OF CHANHASSEN 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 227-1100 Planning Case No, bAO1 3 CITY OF CHANHASSEN RECEIVED DEVELOPMENT REVIEW APPLICATION SE lb 2013 Applicant Name and Address: United Properties 3500 American Blvd, Suite 200 Minneapolis, MN 55431 Contact: Brandon Champeau Phone: 952-837-8653 Fax: 952-893-3620 Email: brandon.Champeau(@uproperties.com ,ner Name and Trust Telluride, CO 81435-4100 Contact: Mark Steingas .Phone: 952-392-1306 Fax: Email: Mark$Ocopoerwood-realesiate.com NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) �5 Interim U}e Permit (IUP) (Grading) Non -conforming Use Permit Planned Unit Development` Rezoning Sign Permits Sign Plan Review 190S 00'IC 14o.8) 7486 Site Plan Review (SPR)•5w +- 140 9 / 300 Subdivision' 11,1c�( JACIL-F $aA50! Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording teas may apply) Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment 200 Notification Sign — $200 6.. (City to install and remove) Escrow for Filing Fees/Attorney Cost" =$r 50CUP SPR,NACNARIWAP/Metes & Bounds W irtor B TOTAL FEE $ 8555 `+c P) + .3.R7 7 An additional fee of $3.00 per address within the public hearing notification area win io4rivoicedto-the-appttbm priorto the public hearing. ( 3 P-) v 3 = 6�,1 '. 55 ) 'Five (5) full-size folded copies of the plans must be submitted, including an 81/2' X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*Alf) 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: Powers Plaee-- LOCATION: LEGAL DESCRIPTION AND PID: Outlot F - Chanhassen Lake Business Park PID 251900370 - TOTAL ACREAGE: 16.94 WETLANDS PRESENT, X YES NO PRESENTZONING: IOP - Industrial Office Park REQUESTED ZONING: Same PRESENT LAND USE -DESIGNATION: Office Industrial REQUESTED LAND USE DESIGNATION: Same REASON FOR REQUEST. Preliminary Plat, Final Plat, Site Plan Review aad-gfeding RerWA to construct 140,800 square foot office -warehouse building. FOR SITE PLAN REVIEW: Include number of ebsfing employees: and new employees: This application must becompleted 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 Tale, 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. 12 /3 nature c pii t Date Signature of Fee Owner Date gtplenVb m \devekpnunt miew applicatiomdoc SCANNED Eivllisl' ENGINEERING SURVEYING ENVIRONMENTAL PLANNING Project Narrative CITY OF CHANHASSEN RECEIVED SEP I F 2013 CHANHASSEN PUNNING DEPT United Properties intends to close and begin immediate development of a 140,000 square foot, 24' clear industrial building upon approval of the development plan and plat by the City of Chanhassen. The project will be named Powers Place, and is expected to attract significant interest from office/warehouse and tech companies looking to expand or relocate to the Chanhassen market. The developer's team consists of Lampert Architects, EVS, Inc.and RJ Ryan Construction. The project will be designed and built in a first-class nature, similar to United Properties' other office/warehouse buildings around the Twin Cities. UNITED Brandon Champeau PROPERTIES Assistant Vice President I Development United Properties SCANNED evs 110250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344.3531 1 Phone: 952.646.02361 Fax: 952.646.02901 www.evs-eng.com t # .s i 3 5 t fill 3 { ;F e8 is 7 ei a3 3 is $�I it !fl it it ji gas If �t� _Hii#�i $ � r� €o !t !d 1�41 Ia t t � !� 17 t W 1 Z 1 p 1 1 a 1 4- w oil i 1 L i7 sy>, - �_ .,,,.,� �'�-_.-,...,,^'� � . `•tip. �� •� ;1 a �1 f fy F \ 1 1 Y 111 — �%: 1 7 1# 1 W z z slow lW 'uasseyueyJ } ` @�i��. °Z 3JVld S113MOd IJ R OA 1a gb 3 M N o Y aw cc LLW o W ¢N __---- � . 11 1 ---- - ; J 11 11 •��• E- a awJ m a z i� z Q j /!O�� W' J xW UU z -- z W O¢ w w W iPi x U a x U r C "Osamw 'un+■wftl 3JV1d SMMOd III i i i I II I II w I �' I �' I I ►� 4 .1. ...m � a w` m o _ _z w N W Z Z Q> � S = W a UW z U W W w <n = U 2 U 3Jdld Sb3MOd c N g ■ T I I i uni.a�a• i 0 F 1� C� M 00 Z Cn co 0 QQ N Z =W Z Z> (c LU a UU w w O(r E a L _ a U r c n05NMW 'uas"WE4:) 3JV1d S213MOd 11 I'di.,� � � IF n i e S M 3 M O d N +s a ec e B a !9 .lay l !' ( e'E!'1�� ai 3Jdld Sd3MOd 11 11 � r c 5a3MOd 16 z � o xw z cc z g °" • UW w • Ou w N N 11�11� a 11 u 11 �11 AREA MAP CIVIL PLANS FOR POWERS PLACE Chanhassen, MN Presented By: United Properties �.CRN,�C.ud rI,� ea—.-..1.n. PRE M W nM A CITY OF CHANHASSEPI RECEIVED SEP 16 2013 CHANHASSEN PLANNING DEPT SHEETINDEX SHEET DESCRIPTION C100 TITLE SHEET C101 E%ISTIND CONDITIONS MD TREE REMOVALS L102 ALTA SURVEY(GRORII& AS9)CIATES) U01 CIVIL SITE PLVi .01 PREUMINARYPUT GO1 GRADING PLAN C<0 EROSION CONTROL PLAN C40 GRADING AND EROSION CCNT110I.DETAILS C501 UTILITY FLAN f201 CONSTRUCTION DETAILS Clot CONSTRUCTION DETAILS CS0 CONSTRUCTION DETAILS CSd CONSTRUCTION DETAILS ENGINEERING 911RVETINO ENNRONMEMTAL PLANNING vs — Civil Plans ulll E/ Tana EeTlEs P... Place Chenbeum, MN Tine Shoot ----`ftasaaaaaaaa—� qry WEIIIINRI /-� DNYRYJ 0lM nor — nee". "Isle" 2013L51d MID SCANNED ALTA/ACSM LAND TITLE SURVEY FOR UNITED PROPERTIES INVESTMENT, LLC, PAULS FAMILY TRUST, AND FIRST AMERICAN TITLE INSURANCE COMPANY OF OUTLOT F, CHANHASSEN LAKES BUSINESS PARK CARVER COUNTY, MINNESOTA _ -- s..- w UW' 0EWRlPInCW OF FREMMS: C dl F. CXNNNa5EEN 1A✓.n WSINE95 PNK To Uromd Pia "ImxM I.I.C. 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COUNTY OF CARVER ) I, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on October 3, 2013, 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 Powers Pointe — Planning Case 2013-20 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 this day ofC—k&2 t' 12013. Notary Abiji ��-�''�r KIM T. MEUWISSEN ` Notary Public -Minnesota :b"' • MY Canmissim Ezprea Jan 31, 2015 Notice of Public Hearing Chanhassen Planning Commission Meeting Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, October 15, 2013 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for Preliminary Plat Review of 16.94 acres of property Proposal: zoned Industrial Office Park (IOP) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot office/warehouse. Applicant: United Properties West of Powers Boulevard, south of the Twin Cities & Western Property railroad tracks, and east and north of Riley Creek Location: (Outlot F, Chanhassen Lakes Business Park) 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. 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/2013-20. If you wish to talk to someone about this project, please contact Kate Aanenson by Questions & email at kaanensonna ci.chanhassen.mn.us or by phone at Comments: 952-227-1139. 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 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 commemial/industdal. • 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. Date & Time: Tuesday, October 15, 2013 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of the agenda. Location: I City Hall Council Chambers, 7700 Market Blvd. BRIAN K OLSON CARL E JACOBSEN HUSEBY CARROLL W & GLADYS A HANNA 1321 LAKE DR W #112 1321 LAKE DR W #322 1321 LAKE DR W #116 CHANHASSEN MN 55317-3501 CHANHASSEN MN 55317-3514 CHANHASSEN MN 55317-3502 CARVER COUNTY CHARLES A & SANDRA A BERG CONNIE L PETERSON 602 4TH ST E 1321 LAKE DR W # 214 1321 LAKE DR W #326 CHASKA MN 55318-2102 CHANHASSEN MN 55317-3507 CHANHASSEN MN 55317-3514 CORE MPLS INDUST PORTF ETAL CSM PROPERTIES INC DANIEL P MCGROARTY 1600 DAVE ST #450 500 WASHINGTON AVE S #3000 1321 LAKE DR W NEWPORT BEACH CA 92660-2447 MINNEAPOLIS MN 55415-1151 CHANHASSEN MN 55317-3508 DIXIE L KOOPMAN ERIC M & PATRICIA E BURDON FRIEDRICH BAAZ 1321 LAKE DR W # 130 6690 BRENDEN CT 1321 LAKE DR W #328 CHANHASSEN MN 55317-3504 CHANHASSEN MN 55317-7560 CHANHASSEN MN 55317-3514 GARY R & LAURIE J KASSEN HFC REAL ESTATE CO LLC HURSH FAMILY TRUST 4 N OLD MILL LN 5201 DOMINICK DR 1321 LAKE DR W # 318 BURR RIDGE IL 60527-5786 HOPKINS MN 55343-8985 CHANHASSEN MN 55317-3513 [STAR MINNESOTA LLC JAIME W & LISA H LAUGHLIN JAIME W LAUGHLIN PO BOX 4900 376 SUMMERFIELD DR 376 SUMMERFIELD DR SCOTTSDALE AZ 85261-4900 CHANHASSEN MN 55317-7628 CHANHASSEN MN 55317-7628 JAMES P CARLSON KEITH A & MARTHA E THOMPSON L38 LLP 1321 LAKE DR W # 320 2625 SHINOAK DR 8110 MALLORY CT CHANHASSEN MN 55317-3513 ORLANDO FL 32837-5353 CHANHASSEN MN 55317-8586 LURENE HOBZA (DILLE) MARK V JORGENSEN MATTHEW F EISENHAUER 1321 LAKE DR W # 221 1533 SOMERSET DR 1321 LAKE DR W #126 CHANHASSEN MN 55317-3508 ABERDEEN SO 57401-1558 CHANHASSEN MN 55317-3503 PATTY JO KOVAR BERENJIAN PAUL B ROSEN PAULS FAMILY TRUST 8192 KATIE CIR 5136 HIAWATHA AVE # 201 7676 HIGHWAY 145 EDEN PRAIRIE MN 55347-1098 MINNEAPOLIS MN 55417- TELLURIDE CO 81435-4100 POWERS RIDGE CONDOMINIUM POWERS RIDGE DEVELOPMENT INC PRCM ACQUISITIONS XII LLC HOMES 6600 SALLY LN 5151 EDINA INDUSTRIAL BLVD # 2 1371 LAKE DR W CHANHASSEN MN 55317-8524 MINNEAPOLIS MN 55439-1043 EDINA MN 55439-3016 RAYMOND OBERLEITNER SCOTT J & DEDE L MONTGOMERY TRADEN LLC 1321 LAKE DR W # 219 8260 WEST LAKE CT 8156 MALLORY CT CHANHASSEN MN 55317-3507 CHANHASSEN MN 55317-8511 CHANHASSEN MN 55317-8586 UNITED MAILING INC UNITED PROPERTIES 7951 POWERS BLVD ATTN: BRANDON CHAMPEAU CHANHASSEN MN 55317-9502 3500 AMERICAN BLVD STE 200 MINNEAPOLIS MN 55431 CHANHASSEN PLANNING COMMISSION REGULAR MEETING OCTOBER 15, 2013 Chairman Aller called the meeting to order at 7:00 p.m. MEMBERS PRESENT: Andrew Aller, Mark Undestad, Kim Tennyson, Lisa Hokkanen, Stephen Withrow, and Steven Weick MEMBERS ABSENT: Maryam Yusuf STAFF PRESENT: Kate Aanenson, Community Development Director; and Alyson Fauske, Assistant City Engineer PUBLIC HEARING: POWERS POINTE, PLANNING CASE 2013-20: REOUEST FOR PRELIMINARY PLAT REVIEW OF 16.94 ACRES OF PROPERTY ZONED INDUSTRIAL OFFICE PARK (IOP) AND LOCATED WEST OF POWERS BOULEVARD, SOUTH OF THE TWIN CITIES & WESTERN RAILROAD TRACKS, AND EAST AND NORTH OF RILEY CREEK (OUTLOT F. CHANHASSEN LAKES BUSINESS PARK): AND SITE PLAN REVIEW FOR A 140,800 SOUARE FOOT OFFICE/WAREHOUSE BUILDING. APPLICANT: UNITED PROPERTIES. OWNER: PAUL'S FAMILY TRUST. Aanenson: Thank you Chair, members of the Planning Commission. As you indicated this is a request for two action items. Site plan review and for a subdivision. This subject property is located on 8100 Powers Boulevard and just south of the railroad tracks. East of Powers. Excuse me, west of Powers and the property is surrounding, here I'll show you on the plat is also owned by the City so their parcel, this is where the creek runs through and give you a little more detail on that but so it's just south of the railroad tracks there. So the first action request then would be for the subdivision. This property is actually part of Chanhassen Lakes Business Park which was platted in 1979 so this lot's been around for a while as an outlot so now it's being platted and the plat actually includes three lots. The lot that the use will go on, Lot 1 is almost 12 1/2 acres. Outlot A will be a preservation area dedicated to the City and then Outlot B will be a future well site to be determined later when that goes in. So within this, looking at the subdivision as I indicated, this property is owned by the City that was created, this lot was created as an outlot when the Chan Lakes Business Park so this is where the creek is within this outlot, why it was taken. So part of this property falls within the shoreland district. The building meets all the setbacks of the shoreland district but then just keeping in mind the impacts of development on here. On this piece of property and the proximity to the shoreland district. There's some specific conditions of that as we look forward and specifically some of the grading which we'll talk about in a minute. So for the wetlands one of the issues that was raised in the staff report is in, and one of the things the developer would like to do yet this fall is to get grading. There needs to be some soil removed off the top of this property and trucked off site so they can, they'd like to do that yet this fall so in order to accomplish that we're expediting this project to move forward to the City Council then on the 280'. But in this area here there's a wetland identified so some of the concerns we have is to make sure as we're grading that, originally we thought it didn't need to be identified but then as you look at the grading limits and the access point to the driveway we want to make sure that we're not impacting that wetland so there's conditions to apply to mitigate that. So the other wetlands of course are in along the creek which they're not being impacted at all because that again is in the city property so it's just this narrow piece right here along Powers Boulevard. So for grading as I mentioned there is quite a bit of grade change. In the original part of the staff report you can see that I mentioned the rise of the property is pretty significant for the elevation. When you're on Powers Boulevard looking up, the change in grade and then the property behind, which Chanhassen Planning Commission — October 15, 2013 will be platted in an outlot, does give a lot of buffer because it is heavily wooded and then you have the road. The frontage road behind and the apartments so you really can't see across. There's also industrial on this side. This property is industrial. Guided industrial and zoned industrial so it meets all the standards for that. So the grading again, some parts of the property are 37% steep and that's this area in here which constitutes a bluff so one of the recommendations then is kind of a close up of this is, when you're grading that close in the proximity to the shoreland regs and the creek to make sure that that's being mitigated and not do a clear removal of all those trees so we're just asking the applicant then to look closer at making modifications in this area on the grading plan so again not to grade within that shoreland impact so we believe that can be modified to meet the intent. And then also providing the erosion control so. The other thing, because of the change in grades on the property, those retaining walls, did you want to talk about the heights of them Alyson, or I can do that. Fauske: There's a summary. Staff always like to make the Planning Commission and the public aware of any proposed retaining walls on the site. When we do that we just take a look at the maximum height. When they're over 4 feet tall they do require a building permit. They have to be an engineered wall. So on page 9 of the staff report we go through the approximate length and height of these. In particular wall 2, with discussions with the developer based on some of the feedback about the reducing the tree impact in the 37% slope as Kate had mentioned, we anticipate that wall will shift a little bit and will get a little bit higher to minimize those impacts but the challenge again with this site as Kate had mentioned is that there's a significant grade increase from the street up to the top of the site, and even with removing some of that they still do require some retaining walls in order to develop the site. One of the comments that we had from one of the discussions with staff is Outlot B being a future well site. The developer was wondering if he needed to do any additional work with that site and we're just going to leave that as is at this point. We won't be doing any grading or tree removal associated with developing the well site until that time comes so you know the City would be able to answer any of those questions at the time that that site's developed. Aanenson: Thank you. So as we mentioned, you know the site changes from Powers Boulevard 40 feet to the center and 50 feet from Lake Riley so it crowns on the top and as Alyson just mentioned, in order to accomplish that, to get to the finished floor elevation that they want, you know some grading and exporting of dirt needs to happen so as a part of this then they go through telling us where they're going to remove the dirt. Follow that grading plan and where it's going to be exported to so that's incorporated in this. On this plan too, I kind of glossed over it but I wanted to talk too, since we're on the retaining wall and the grading plan, is the access to this site. Challenging here because we talked about the change in grade. Rising up, trying to keep that. You have to be under the 10% on a driveway. Making that work so the other thing the applicant wanted to do is be able to have an access point, a right out only on the site. That's where the, on this side the building would be all of the bays for the trucks so that would give them a right out only. So they had to work with Carver County to get that permit and that's been secured I think, were there some minor changes on that Alyson that needed to occur? Fauske: The applicant has forwarded information to the County for them to review. The County has indicated in preliminary discussions that they are amenable to this access point. There are certain criteria, certainly a permit that the applicant is aware that they would have to get with the County as well as providing any financial securities necessary to ensure that everything's restored properly after the work's complete. Aanenson: So again we asked the architect to give us some perspectives from Powers Boulevard so again we talked about the change in grade. 40 feet from this side so what you'll be seeing from Powers Boulevard, have limited access. There is parapet on top of the building so you can't see the HVAC and because they're not sure exactly where all the splits are going to be in the building, they'll be put in the appropriate place, our concern was to make sure since we didn't know now, that that rooftop screening Chanhassen Planning Commission — October 15, 2013 would be covered and based on this elevation we believe it will be. As we move through the architecture, we'll talk about that in the landscaping. The one side of the building that has the most exposure. So this is the material samples. We did ask for a couple modifications on the building itself and that included some additional color on the upper portion of the building. Because of it's location you're really not going to see a lot of the, the most exposed site is actually the bay side. The material samples I went through in detail the architectural review of our architectural standards. I'm not going to go through all those now but this does meet that so if you look at the site plan this is where, this is facing the north side and that's where you've got the back side of IWCO Direct which is actually built into that slope where the railroad tracks. So the, but the parking lot's are on either side of that so they will have some view of the back of the building so because of the power lines, this site is challenging. There is a utility easement that runs along this side. Electrical. You've got the high tension power lines that also run along there. The railroad tracks and there's also a high pressure gas line through there so it's a challenging site. The applicant is going to provide underground stormwater management so it's a lot of moving parts. So this green area right here is what we're showing as, the city code allows for lower profile trees and shrubs and based on that, kind of that same sight line profile that was on the previous slide here, you can see that same sort of a profile here from the parking lot in the back so by placing those trees on that lower profile they will also provide screening for the back of the building so we believe that meets. The other thing that's in the staff report was the park and trail fees. We are going to take the park and trail fees based on what's enforced at today's dollars. If it gets platted next year that would be the 2014 dollar rate in force for the 16 acres. The other thing that the park director had recommended to the, that there be a sidewalk placed along this entrance to get down to the city trail for the workers there. So with that I'd be happy to answer any questions you would have but we are recommending approval and would be happy to answer any questions that you may have. Aller: Kate, there was a discussion in the report with regard to trees and the request that there be higher, some of the trees placed. Is that in that back section by the railroad? Aanenson: Some of those would be, there are specific trees that we have a species list from Xcel that we can use for underneath the power lines so there's two different places that we talk about trees. Two different areas. Well actually three. One was that we didn't want to grade into the bluff. Into that slope and, let me pull out that section quick. That we install a more columnar form of evergreen on the northeast side of the building and that the buffer yards needed to be beefed up so those are the other two areas. That's on the top of page 15. So it met the minimum but what where we wanted them is placed in different areas to provide better screening. Aller: Thank you. Does anybody else have any questions? Withrow: Yeah a question. You mentioned that there's exposure, more exposure to the building from the north Aanenson: Correct. Withrow: In the review, what neighbors it to the north where that would be an issue? Aanenson: IWCO Direct. It's also an office industrial building. Withrow: Oh okay. Aanenson: Everything surrounding this property is office industrial, except for the apartments. Let me just go back here to the first slide really quick. Chanhassen Planning Commission — October 15, 2013 Withrow: I heard you say that but it didn't register, sorry Aanenson: Yep. So this is IWCO Direct right here. That building so you can see on either side they've got a parking lot here and a parking lot. The topography is such that we went back on these streets, you can't see anything there. On Powers Boulevard, the architect did send that sight line there with the trees. You won't see much, and that's the I would guess the most aesthetic side of the building. Where it's glass and most office part would be that portion of the building. And then you've got the City owned property right here with the creek going through and when you're on this road, or at these apartment buildings, you too cannot see anything there so the only place really you can see is if you're in the parking of IWCO Direct and that's what I'm saying, you're looking at the back at the loading docks. You have a change in grade with the railroad tracks and going up the slope. That's why we're saying there's opportunity there for a little bit lower profile and it still cuts your sight line to look at the back of the docks. Withrow: Thank you. And could you, what plans do you have or do you perceive for Outlot A? Aanenson: Outlot A would just be a conservation. Withrow: That's it? Aanenson: Yep. No development Withrow: Okay. Aanenson: It's too steep. It'd be tough to get to so by the, either through dedication, if they were to dedicate that or through preservation of that, no development on there. It does affect what the City would extract for fees because there's no development potential there so they're only being charged fees based on the development portion of the property which is the 16 acres. 16 plus acres. Alright. Actually 12. Excuse me, 12.4. Excuse me. The 12.4 instead of the, taking the 4.2 off. Correct. Thank you. Withrow: And Outlot B, what about that one? Aanenson: Outlot B would be a City lot. That's not included in there either. The 3.4. That's a City potential future well site. Withrow: A well site. Aanenson: A well site for city utilities, correct. Actually when we fast met with the applicant we were looking at potentially another type of public facilities but the grading didn't work on that site. We're looking for the high zone properties to put some utilities on but that did not work. Withrow: Okay. Weick: Is the new exit, is that final? I mean has that been, or just proposed? Does the City have to approve that or? The exit. Aanenson: This one's in place. Are you talking about the driveway on the one? Aller: The one that's requested. The County... Aanenson: Therewe go. We'll let Alyson. 4 Chanhassen Planning Commission — October 15, 2013 Fauske: Sure. During initial discussions, when the applicant first came into the City and indicated that from the site circulation standpoint they would like a northern access, we did direct them to talk to Carver County and they had some discussions with them. With the engineers over at Carver County and they had an agreement with the proposal that you see with you tonight. It has been shifted slightly to the south in order to avoid some utilities that are in place right now. There's a gas main valve and some other pertinent structures and so they will work with Carver County to get that access point. The permitting and such. The design of that was such that it would only allow for traffic exiting out of the site for a right turn only. So it would be configured so that you can't make a right turn into the site because the concern that Carver County had with that access point was sight distances and as the applicant had explained their position that this would be, that they would provide an acceleration lane, that this would be an exit point for their tractor trailer units. The County said okay, well that would be, you know if you're doing all these other improvements along with the driveway access, we would be amenable to that so. Aanenson: It's hard to see but there's a railroad bridge there so it's, it affects your sight line. Weick: Right. The only thing I was thinking of is coming, you're coming around a curve and then it comes downhill and if you're, even if you're accelerating a truck coming out of there, if they wanted to jump over to the left lane and make a U'y to go back to 5 right, and that's not your issue but. Fauske: Yeah. Aanenson: But it is. Fauske: One of the things that Carver County requested and the applicant has provided to them is the truck turning movements so that they can see and insure that this access that the tractor trailer units can stay within that lane and then gain some speed before they're merging in with the Powers traffic. Weick: Okay. Fauske: And as far as making a U turn, I don't think that Powers would be able, I don't think it's wide enough for. Weick: Oh for a truck to even be able to do it. Fauske: For an 18 wheeler to do a U turn. Weick: So it's not conceivable to. Aanenson: Somebody might go rogue. That's a good question. Fauske: Very good question. Weick: That's it. That's my question. Hokkanen: Good question. Undestad: Alyson, the storm drainage in here now, they're doing the underground vaults in there? The tanks. Fauske: Yes. Chanhassen Planning Commission — October 15, 2013 Aanenson: 1 have that on a map here. It's on this one right here. It's kind of hard to see with all the grading but it's, yeah. Fauske: There's two proposed. One at that location on the northeast side and then the second one on the south side right here and the reason that they're proposing this, as you can tell from the grading plan and visiting the site, it's not flat and to do ordinary or tun of the mill ponding on the site would not be a good use of the site in this instance so the developer came forward with this proposed underground system. There's been discussions of using it for irrigation purposes. I don't know where they're at with that. You have to be careful with cross contamination if your irrigation system is connected to city water so there was, there is a desire to use that as well but the reason and the, the reason they're proposing this is because of the sensitivity of the site. The grades so the idea is to have the underground chambers to hold the water and then slowly release it and then, if you look. Oops, I'm sorry. Aanenson: That's alright, you can turn. Fauske: It outlets through here and we're working on some modifications of the storm sewer to come through here and this area would actually be a rain garden feature in order to try to absorb some of that runoff so they are looking at trying to take some of that water back into the groundwater table as much as possible. Aller: And with the speed that's built up from the runoff, that's going to be tricky as well. Fauske: Yes, it's a very steep slope but that's what we've been working with the applicant's engineer on is making sure that there's some energy dissipation there because of the grades. Aanenson: While we're on this page, Alyson maybe you could talk about, I did hand out for you some revisions to the sewer connection. Maybe Alyson can show you where that sewer connection is going to take place and then we would ask that you, if you recommend approval, that these be added as conditions. Fauske: The conditions that were handed to you were from an email that was sent over to the applicant and the applicant's engineer last week. The reason we're now looking at this, and it came out after the staff report is that, to back up the story a little bit. The sewer line that the applicant, that's available for the applicant is within the outlot. It's not shown here but it's in the City owned lot to the west and it's a Met Council line. The Metropolitan Council owns and maintains that line and when they, when the applicant's engineer approached them with making the sanitary sewer connection, the Met Council's response was, that's fine but because of the type of connection you are proposing it has to be publicly owned and so, because we were looking at, we're late in the season. We would like to work with the applicant to get this project. Hopefully if we get some final approvals here in the next couple of weeks, we came up with okay, well in order to get this as a publicly owned utility these are the additional, this is the additional information we need. I have some of these items already and I've talked to the applicant's engineer and expect to get the remainder of these items in the next couple of days. But essentially it's the sewer connection is approximately at this location and then connects to the Metropolitan Council's sewer line down at this location so that's what sparked the additional conditions of approval. Aller: Cheat. Anything based on that? Alright. Thank you. At this time we'll have the applicant or developer step forward if they wish to do so and make a presentation. Anyone wishing to come forward? Brandon Champeau: I'm Brandon Champeau with United Properties. We would be the owner or developer and owner of this project. Don't really have much more to add. I think Kate did a very nice job on the presentation. It's been a challenging site. Probably one of the most challenging industrial Chanhassen Planning Commission — October 15, 2013 project sites we've ever worked on. You typically won't have 15% coverage and you know underground storm tanks and things on a big industrial site but that's the reality of this and I hope that we've done everything we could to accommodate the City's request and still keep a site that we can market and I think that's the reason why we were able to stick through everything is just because this is a very good industrial market and a lot of expanding tenants here and we've got a lot of interest on the project so we're excited to get going. Aller: Great. I always ask because we're an advisory commission and as you said it's a work in progress and we're making recommendations. From what you've received and you said the report was well done, is there anything that you see in it that you may think could be problematic at this point so we can flush that out now and get working on it? Is there anything that you see that would be difficult for you to? Brandon Champeau: You know we're still pricing everything out. I mean my biggest concern right now is the underground tanks. We've got a very wide range of bids on that. I mean from $300,000 up to a million and that can obviously impact a project one way or the other so you know we've circled the lowest number and we're hoping that that's where we come in at but yeah, it's just you know, right now we're in the middle of getting everything priced and just making sure this is, that we're going to be able to make the numbers that we need to. You know we'll, anything that I could ask for tonight, and I couldn't say anything right now I mean but you know we're hopeful that we'll get there with the numbers. Aller: Thank you. Anybody have any other questions or any comments? Withrow: One question. How many tenants do you anticipate having? Brandon Champeau: We, we're very, we're actively in discussions with one tenant that would take about half the building and I think it would be a tenant that the City would very much like to have. They're a national tenant. Very large group. They're very interested. We're negotiating a proposal with them. If we get that tenant done I would say this is probably a three tenant building. If we don't, it's probably a 3 to 5. It could be anywhere from there but we've got a lot of interest in the 35,000 to 55,000 foot range so 3 tenants is very likely. Aller: Great, thank you. Anyone else? Alright, we'll open the public hearing portion of the meeting. Would anyone like to step forward, state a position either for or against the request? Seeing no one come forward, I will close the public hearing and we'll move onto commissioner comments. Hokkanen: I think it's a nice project. I'm losing my voice so, but I think it's a nice project. No, I think it will be good for the city. Undestad: Yeah I think it looks nice. Nice to get something going in. Alley: Yeah, from what I'm hearing and from what I'm seeing in the report it meets all the standards outlined in the regulations and zoning ordinance, which would then mean that the motion would be self evident. Does anyone defer to disagree? Okay. Any other comments? I'd entertain a motion. Undestad: I'll make the motion. Chanhassen Planning Commission recommends the City Council approve a preliminary plat of 16.94 acres into one lot and two outlots, Powers Pointe, site plan approval for the construction of 140,000 square foot office warehouse building and adoption of the attached Findings of Fact. Alley: And if I may, and the conditions in the email dated October 9`"? Chanhassen Planning Commission —October 15, 2013 Undestad: Yes, we'll add the conditions I through 9 on Alyson's email dated October 90'. Allen: I have a motion. Do I have a second? Tennyson: I'll second. Aller: I have a motion and a second. Any discussion on the motion? Undestad moved, Tennyson seconded that the Planning Commission recommends the City Council approve a Preliminary Plat of 16.94 acres into one lot and two outlots (Powers Pointe); Site Plan Approval for construction of a 140,000 square -foot office/warehouse building as shown in plans dated received September 20, 2013 subject to the following conditions, and adoption of the attached Findings of Fact. Planning 1. The applicant shall enter into a site plan agreement. 2. The architecture shall be revised to match the plan dated October 4, 2013. 3. Recycling space shall be contained within the trash enclosure located on the north side of the building. 4. All signs including future business wall signs are required to obtain permits and meet city standards. Landscaping 1. The applicant shall install a total of 11 islands/peninsulas in the parking lot and 66 trees. 2. The applicant shall specify a columnar evergreen species for the northeast landscape peninsula. 3. The applicant shall install the required bufferyard plantings along the north and east property lines. 4. The applicant shall correct the botanical name for Imperial honey locust in the plant schedule. Park 1. A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. 2. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval (2013 rate at $12,500 per acre). 12.40 x 12,500=$155,500 Building Chanhassen Planning Commission — October 15, 2013 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four feet high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. Eneineerina 1. Outlots A and B shall be deeded to the City by Warranty Deed upon recording of the final plat. 2. The sight line and turning movement information for each access must be submitted to Carver County for review and approval prior to final plat consideration by the City Council. 3. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. 4. The developer shall work with City staff to determine if the current streetlight locations provide adequate lighting at the proposed driveway intersections. If it is determined that the current lighting is insufficient, the developer shall work with the City to relocate the streetlights and shall pay for all costs associated with the streetlight relocation(s). 5. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. 6. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. 7. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. 8. Prior to installation of the private watermain the developer must obtain any necessary permissions to install the hydrant within the gas and electrical easement on the site. 9. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer. Chanhassen Planning Commission — October 15, 2013 10. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve runoff patterns and energy dissipation. These design changes must be completed prior to City Council consideration of the final plat. 11. The developer must provide catch basin spacing calculations to Carver County for review and, if necessary, provide additional catch basins prior to City Council consideration of the final plat. 12. Before the retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the gas and electrical easements. 13. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. 14. Temporary sediment basin(s) will be required during mass site grading. 15. Dewatering of temporary sediment basin(s) will require the use of a floating skimmer methodology. 16. Winter shutdown will require all exposed soils to be stabilized. If soils are frozen, the site shall be hydro mulched. If the site is snow covered the area will need to be frost seeded and have straw mulch blown atop the snow. This shall be included as a note in the erosion prevention and sediment control plan and within the Storm Water Pollution Prevention Plan (SWPPP). 17. The SWPPP and all pertinent plans shall be updated to reflect that Lake Susan is within one mile of the site, receives drainage from the site and is impaired for excess nutrients. 18. Appendix A of the General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the NPDES shall be incorporated into the Erosion Prevention and Sediment Control Plan, the Grading Plan, the SWPPP and the storm water management plan as well as anywhere else it applies. 19. Calculations shall be provided showing that one inch of runoff from the new impervious surface is retained on site either through infiltration and/or reuse from the underground storm sewer vaults. 20. Construction of the rain garden shall not occur until after the majority of the site is stabilized and at least the base course is installed in the paved areas. 21. The proposed rain garden area shall be protected from construction -related activities until such a time as it is ready to be constructed. This shall be indicated on the plans where appropriate. 22. Best Management Practices such as j-hooked silt fence or properly sized and staked biorolls or wattles shall be installed to break up the run on the slopes located in the southeast and southwest corners of Lot 1. 23. The plans shall include all pertinent setbacks and buffers including: 10 Chanhassen Planning Commission — October 15, 2013 a. Shoreland Overlay District (300' from centerline of Bluff Creek) b. Fifty (50) foot setback from Riley Creek. c. All bluff impact zones. d. All wetland boundaries and buffers from those boundaries. 24. Given the proximity to the wetland along Powers Boulevard, the applicant shall make available the necessary evidence to determine that no loss of jurisdictional wetland will result from the proposed activities. This will either require a wetland delineation or the staking of proposed improvements in the field for staff verification. 25. Vegetative and topographic alterations shall only occur as necessary for the construction of the facility and appurtenant infrastructure. The wall located southwesterly on the site labeled "Wall 2" in the staff report, shall be relocated easterly to minimize aforementioned alterations. 26. Tree preservation shall occur in those areas where grading is not integral to the intended purpose or construction of the site. Tree protection fencing shall be shown on the plan and installed concurrently with the initial erosion prevention and sediment control BMPs. 27. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area.,, 28. The sewer from SANMH #104 to the existing MH (20V 8" PVC@7.84%) must be public. The developer will be billed for the inspection fees associated with this work. 29. A 40' easement centered over the sewer is required and must be shown on the plat. This can be a condition of approval for the final plat. 30. The estimated cost to construct this sewer will be added to the security amount and an administrative fee (3% of the construction cost) will be collected with the final plat. Please provide this ASAP as staffs final plat memo and the development contract must be finalized by October 18U' for the October 28`h meeting. 31. City Council shall consider approval of the attached agreement at the October 28a' meeting. 32. The City and the developer shall enter into an agreement stating that any cost associated with maintaining the connection will be assessed to the property. I have left a message with the City Attorney asking for proposed language; I will forward to you for review. This may be a stand alone agreement or part of the development contract and be finalized by October 18a'. 33. Plan and profile and specs must be provided for this section of sanitary sewer prior to October 18a', as Council approval is required. 11 Chanhassen Planning Commission — October 15, 2013 34. An MPCA permit is required for the public sewer extension. The permit must be obtained before the sanitary sewer can be installed. 35. The sanitary sewer must be sleeved under the retaining wall. This can be a condition of approval for the final plat. 36. As -built information for this section of sanitary sewer must be provided. This will be a condition of approval for the final plat. A security (equal to 7% of the construction cost) will be collected with the final plat to ensure payment of the inspection bills and submittal of the as-builts. All voted in favor and the motion carried unanimously with a vote of 6 to 0. Aller: Okay, anyone wishing to follow this item, it will be before the City Council, it's expected to be there on Monday, October 28, 2013 so again please follow that with the City Council for final action. And if you'd like to review any of these reports and information, again they're located on the City website under the Planning Commission tabs. APPROVAL OF MINUTES: Commissioner Hokkanen noted the verbatim and summary Minutes of the Planning Commission meeting dated September 3, 2013 as presented. COMMISSION PRESENTATIONS: None. ADMINISTRATIVE PRESENTATIONS. Aanenson: I'm not sure I have an update in here. We've kind of fast tracked a couple of our projects forward so we haven't had too many on the last council update. I did include new business signs and the future Planning Commission agenda so we do have four items on for your next Planning Commission meeting. We'll actually have three on. We have another subdivision. That will be on November 19" and then we're not sure yet, on the December 3'd date or not. That subdivision also is in Shorewood so it's got to go through Shorewood fast so those are advancing forward. And then we did include some of the new signs that were being issued. We issued 6 more today. Some of the ones down on, be on Lyman Boulevard and the Kraus Anderson building and 101 so some of those projects are coming forward so you'll have a busy packet. Full packet. Busy agenda next meeting so. Aller: Great. And then I show that we approved the final plat on Camden Ridge, or the council approved that on the 9d . Aanenson: Yes. Aller: As well as the preliminary and final plat approval and site plan approval for the Southwest Village 2°d Addition and they also approved Lake St. Joe's Cove subdivision. Aanenson: Correct. And I think Lake St. Joe is underway. Camden, have you had a pre -con yet on? Fauske: There have been pre-con's for Lake St. Joe and Camden Ridge. The pre -con for Southwest Village is tomorrow. Aanenson: Tomorrow so yeah. 12 Chanhassen Planning Commission — October 15, 2013 Aller: You're moving right along Aanenson: Yeah, we're still kicking up some dirt in town here and trying to kick up some more yet. Everybody's kind of pushing to the finish line here so yes, and we know, we're already working on projects that we'll be seeing right after the first of the year too so, right now these projects are the ones that are trying to move some dirt yet here before we get to kind of the middle of November but we do have some other projects that will be coming and trying to get their entitlements so they're ready to go as soon as we get the road restrictions off in April -May so. Withrow: Where you'll kick up some snow. Aanenson: There you go so that's all I had for the commission Mr. Chair. Aller: Great, thank you. Any other business? Hearing none I'll entertain a motion to adjourn. Undestad moved, Tennyson seconded to adjourn the meeting. All voted in favor and the motion carried unanimously with a vote of 6 to 0. The Planning Commission meeting was adjourned at 7:30 p.m. Submitted by Kate Aanenson Community Development Director Prepared by Nann Opheim 13 I'-> -DCP Chanhassen City Council — November 12, 2013 Resolution #2013-57: Resolution Approving Special Assessment Agreement between Bloomberg Companies, New Chanhassen Holding Company, LLC and the City of Chanhassen; Approve Assessment Reapportionment. All voted in favor and the motion carried unanimously with a vote of 5 to 0. VISITOR PRESENTATIONS. None. POWERS POINTE: LOCATED AT THE SOUTHWEST CORNER OF POWERS BOULEVARD AND THE RAILROAD TRACKS, OUTLOT F, CHANHASSEN LAKES BUSINESS PARK: APPLICANT, UNITED PROPERTIES: A. REQUEST FOR PRELIMINARY AND FINAL PLAT REVIEW OF 16.94 ACRES ZONED INDUSTRIAL OFFICE PARK (IOP) AND SITE PLAN REVIEW FOR A 140,800 SO. FT. OFFICUWAREHOUSE BUILDING. B. CONSIDER APPROVAL OF DEVELOPMENT CONTRACT AND PLANS AND s SPECIFICATIONS FOR A PUBLIC UTILITY. C. CONSIDER APPROVAL OF THE METROPOLITAN COUNCIL ENVIRONMENTAL SERVICES SEWER CONNECTION AND MAINTENANCE AGREEMENT. Kate Aanenson: Thank you Mayor, members of the City Council. As you indicated, the agenda shows it as preliminary and final plat and that's what you are recommending so I did that in motion. I apologize it's not in the cover memo of the staff report. There's actually three action items. Then what also besides the preliminary and final plat would also be the site plan approval. There's also a development contract and approval for an agreement with the Metropolitan Sewer for access to their service line. As indicated this project is on 8100 Powers Boulevard. This property is not only guided. It has a land use designation of office industrial so it's the appropriate zoning, as is the surrounding property around it office industrial. The entire site is just short of 17 acres. It is an existing outlot of a property that was part of the Chan Lakes Business Park which was platted in 1979 so here we are a number of years later finally getting a project on this. The complexity of this piece, besides the topography is it's bordered by Riley Creek on the western side of the property. The City owns this parcel here. It was taken, there's setbacks from that property. In addition you have the Twin Cities and Western Railroad on the north side of the property. There's also a gas transmission. There's also a utility easement running along this portion of the property too. So from the center of the site and from Riley Creek there's a change in topography of 40-50 feet so that's what's made it challenging and so we're excited that a project has come forward advancing this to a final plat. The subdivision itself is actually creating 3 lots. Lot 1 would be the 12.4 acres. That's the site that the building will go on. Outlot B would be a potential future well site for the City. That's that small, little .34 acres, and then Outlot A which is the significant amount of tree cover and slope and that will be put in through preservation. It's difficult to built on that portion of the site. As shown you can see here the slopes and the creek running through the property. Again the shoreland district which is the property that the City owns right here right now, and then there's steep slopes along here and I'll show a little bit more detail regarding grading and drainage and the use of retaining walls on the site. There's also wetlands on the site that were identified. Again the ones around the creek itself will not be disturbed but identification of the wetland as pointed out on this slide here. Identification that would need to be officially delineated and then this drawing also shows where there'll be the underground water storage for their storm water. Because of the grades it wasn't possible, there wasn't any alternative site to put the storm water so it's going underground. This is some of the reasons why this project has been slightly delayed. As they went out to bid and the numbers came back quite a bit higher so it's been a lot of pencil sharpening on all parties. Landowners. The City is trying to be creative and the developer trying to get SCANNED Chanhassen City Council — November 12, 2013 this project to come to fruition. I think as we moved along everybody kind of understood why it'd been sitting there a little while. It was a very complex piece so but we're happy to say that we believe we've got all the issues addressed now regarding that. So grading, one of the issues that was brought out is, as we get toward Riley Creek it's very steep. You can kind of see in this area over here the steep grades and the trees and that's where you have to connect to the sewer. Down to the Metropolitan Council's utility line through that area. Wanted to make sure we minimize impacts in that area so care we want to make sure happens that we preserve that and not into the creek and provide the additional retaining walls. That was some of the other complexity. Additional retaining walls not only from the City's perspective but also from the gas line added to the complexity. They want to make sure that the grading on the north side didn't impact the gas line that runs next to the railroad tracks. So what's shown here, these would be the walls that would be put in place with the City. Some of those walls as we put in the original report may be slightly different but you can see the lengths of some of those walls that were identified in the staff report. For example Wall I is 170 feet. Wall 2, these are just the lengths. Wall 2 would be another 175 feet. Wall 3, 190 feet and Wall 4 was 370 feet. Now some of those walls have been adjusted as we looked at ways to minimise some of the grading and reduce some of their costs on those retaining walls. What this doesn't show is the additional wall that was required from the gas company to provide protection from their buried gas line there. Mayor Furlong: Ms. Aanenson, if I may. Kate Aanenson: Yep Mayor Furlong: On that wall on the north property line there, along the railroad tracks then, will the drive lane there be below the wall or above the wall? Kate Aanenson: The grading's actually I believe on the outside of this, right along the property line so they should be able to, the driveway's still in place. That was another issue that was worked out in the beginning. They wanted full access there because you're coming underneath the bridge there. The sight lines weren't that great so they County did acquiesce and say they could have a right out, which help frees up their access for their trucking movements in that property. In the project. Mayor Furlong: And I guess what I'm trying to clarify is the drive lane there, the loading docks there on the north side of the building. Is that at a lower elevation than where the railroad tracks are and where the. Kate Aanenson: Quite a bit higher. I'll show you a perspective in a moment. Mayor Furlong: Quite a bit higher. Kate Aanenson: Yep. Quite a bit higher. I'll show you in a perspective. Mayor Furlong: Thank you. Applicant: Kate it's lower. Kate Aanenson: Oh excuse me. Applicant: Yeah, the truck dock is lower than the tracks. Kate Aanenson: Oh I'm sorry. Yeah, I'm sorry from Powers Boulevard, it is lower. Okay. Chanhassen City Council — November 12, 2013 Councilman Laufenburger: The wall prevents erosion from the tracks to the driveway on the retail Kate Aanenson: Well also the gas company didn't want additional dirt buried on top of their gas line so they didn't want any grading because they had a construction easement to grade into that but they didn't want additional dirt buried on top. Mayor Furlong: Maybe you could show us when you get to that point. Kate Aanenson: Sure. So this is a perspective from Powers Boulevard. You can see this site line, so you're significantly higher going up. If you look at the bottom picture, the sight line from Powers Boulevard, the change in elevation. So one of the issues for the, that we looked at was you would see rooftop equipment. This site is really has limited visibility from all perspectives except for Powers Boulevard and the property to the north which has visibility to the loading docks and we'll talk about that when we get to landscaping but they do have parapet walls that will be 12 to 24 inches so you shouldn't see any rooftop equipment. So here's the look at the architecture. Building materials are here. Highly articulated. We went through the findings for the subdivision and believe that it meets and exceeds all the standards that we have for the site plan review. Again highly articulated materials and would support the approval of that. There's some additional drawings here that show their perspective. Again this would be on the south side. Again limited visibility because you've got that large stand of trees in addition to the preservation, the other 4 acres that the developer's proposing to preserve. So again this is office warehouse showroom so the parking is adjusted to meet that, and here's another perspective. Coming up off of Powers Boulevard on the northern access. One of the things that we did put in here, looking at this property, you're connecting to a city trail on Powers Boulevard. That a sidewalk be added along this portion of the. Of that and that would get you down to the city trail and so that still needs to be incorporated into the plans and then the other thing, there's some deficiency here. This is the most visible area then to the property to the north where they would see the loading docks. So this is where you're asking about the change in grade from the railroad tracks. Mayor Furlong: Right. Kate Aanenson: Right, so you're right. At that elevation. Mayor Furlong: How much higher are the railroad tracks there above the surface, the drive area? Kate Aanenson: Yeah, about 15 to 20. Mayor Furlong: 15 to 20? And how tall is the building itself? Kate Aanenson: Yeah, correct. 24 feet. So with that we did put the findings in for the subdivision and for the architecture. Again worked through a lot of issues here the last few weeks trying to resolve some grading issues and retaining wall issues but I think we've accomplished that and we also have a development contract for you to approve so there's the preliminary plat. Preliminary and final plat and the approval of the development contract and then approval of the Metropolitan Council Environmental Services so it should say preliminary and final plat on that first one. Mayor Furlong: Okay. Kate Aanenson: So with that I'd be happy to answer any questions that you may have. Mayor Furlong: Thank you. Any questions for staff at this time? Mr. Laufenburger. 4 Chanhassen City Council — November 12, 2013 Councilman Laufenburger: I just have one Mr. Mayor. Kate is this action tonight, specifically I'm referring to the approval of the Met Council Environmental Services Sewer and Maintenance Agreement, is the action the City takes tonight final action or does this action have to go in front of the Metropolitan Council? Kate Aanenson: I'm not sure if it's in the, what it states in the development contract. If that's been approved. Maybe the City Engineer. Paul Oehme: Mayor, City Council members. I think that's a staff approved agreement for the connection so it's. Mayor Furlong: At the Met Council level. Councilman Laufenburger: Oh, it's already been approved and we're just using language that they? Paul Oehme: Yeah, it's a standard agreement that Met Council gives to local entities to connect into their sewer system. Kate Aanenson: I think one of the issues that came up too is that we need to provide an additional easement because the Metropolitan Council wanted to make sure that they had an easement to get to that because it does become public. Originally it was going to be a private connection and that was one of the additional things that we put into the development contract so there is an easement covering that because it now becomes a public. Councilman Laufenburger: Okay. And I lied. I have a second question Mr. Mayor. I noticed that there are park fees associated with this. Kate Aanenson: This is correct. Councilman Laufenburger: Is that correct? Kate Aanenson: Yes. Councilman Laufenburger: But there is no, there's no park land give away or anything or exchange or anything like that, is that correct? Kate Aanenson: No. No. For the conservation of the additional 4 acres, that was incorporated into the stormwater fees because that area is being preserved and have the trees. Councilman Laufenburger: That was the discount to the stormwater fees. Kate Aanenson: Correct. Councilman Laufenburger. Was the $60,000 or something like that. Kate Aanenson: That's correct. Councilman Laufenburger. Okay. Thank you Kate. Mayor Furlong: Any other questions for staff at this point? I want to get back to questions on the northern landscaping. It's requirement number, or condition number 3 under landscaping. Page 17 of the EFr Chanhassen City Council — November 12, 2013 Planning Commission staff report and I guess my question is, is this, it talks about the north and east property lines so it's the green area that you have there. Does the east property line, does that include Powers Boulevard? Kate Aanenson: Correct. Mayor Furlong: For this condition. Kate Aanenson: Yeah. I think one of the things. Mayor Furlong: And is there, I'm sorry. Go ahead. Kate Aanenson: One of the things we looked at with the change in grading is that probably putting some sort of native vegetation up there. Something that doesn't have to be mowed because now we're going to be a little bit steeper right there so we'll be working with the applicant to put something in there that's really low maintenance. Probably it's not somewhere you want to mow but something that's a vegetative cover. Because of the elevation that I showed you, you're really not going to have a lot of sight lines of that. Mayor Furlong: Right Kate Aanenson: So I don't think that it's a big issue as really modifying it to the back. We did go over to the parking lot to the north of that site and you are looking towards those loading docks, and I know that was a complexity with the retaining wall. Trying to find that space so we are working with the developer to find that right balance on that. Mayor Furlong: And I guess that's the question not, on the property to the north and it looks like that's the back end, the loading docks of another industrial building. Kate Aanenson: Yeah. Mayor Furlong: Is that property higher or at the same grade as the railroad tracks or is that also lower? Kate Aanenson: It's also lower. I can show that in the fast photo. Yeah, the building sits in the middle of that. Mayor Furlong: Yeah. Kate Aanenson: But then there's parking on either side. Mayor Furlong: Yeah. Kate Aanenson: So again trying to find that. It's definitely lower. Mayor Furlong: I guess my question there, if there's a question is buffer yard to me typically means we're trying to buffer or hide or affect the view and I'm not sure that there is any view or if we're protecting views from parking lots and loading docks, maybe we don't need to be doing that if there's some low maintenance planting that can be done up there. Minimize costs. I think that would make sense from a, and I don't know if that condition needs to be adjusted for that. Kate Aanenson: Probably should modify that. Chanhassen City Council — November 12, 2013 Mayor Furlong: Or am I missing something there on that from a site standpoint or? Kate Aanenson: Well there was a parking lot there and so we were just trying to find that right balance and again this condition was put in place before we added, before the developer was notified that he had to put a retaining wall and so no, I think if we want to modify that just to say to work with the applicant to provide screening so we'll see how that retaining wall works out. Mayor Furlong: Okay. Kate Aanenson: They've worked, tried to get that modified. Reduced a little bit the size of that retaining wall and the length of it, yeah. Mayor Furlong: And again I think my question is one where we're buffering a parking lot and loading dock from a parking lot and loading dock so I don't know how much we need to be buffering from a view standpoint. But certainly from erosion and, would be appropriate. And so on the east side, is that the Powers Boulevard side? Kate Aanenson: Correct. Mayor Furlong: In this condition. And will the grading plan take out trees all the way on the east side of the lot? Will that have to be replanted? Kate Aanenson: Quite a bit of that. Mayor Furlong: Or will some of those current trees be preserved? Kate Aanenson: Well I think where the City is interested in the well site, I think the City Engineer's asked that we not grade a majority of that but I think with the change in grading, some of that is going to be changed so that's why we're saying it needs some sort of ground cover. Some sort of. Mayor Furlong: And that makes sense. Especially on the east side I think. Kate Aanenson: Right. Mayor Furlong: You know appropriate landscaping there. Kate Aanenson: So when we say landscaping now, what we're talking about now is probably some sort of native vegetation. Mayor Furlong: On the east side? Kate Aanenson: On the east side. Yeah. Mayor Furlong: Okay, because there are trees there now correct? Kate Aanenson: Correct. But that. Mayor Furlong: And maybe if you want to address this when you come up. Kate Aanenson: Yeah. Yeah. Chanhassen City Council — November 12, 2013 Brandon Champeau: Yeah I'm Brandon Champeau. I'm with United Properties Mayor Furlong: Thank you. Good evening Mr. Champeau. Brandon Champeau: The developer and owner for the property. Or future owner for the property. Thank you Mr. Mayor and council members. Yeah, the east side of the property the, I don't want to say majority but I would say everything except for the entry roads, the main entry road and that secondary access, we'll be conserving all the trees inbetween there, or conserving as much as possible. Mayor Furlong: Okay. Brandon Champeau: The way my civil engineer described it, he said there'll still be a forest in front of the, just along Powers Boulevard there so. Mayor Furlong: Okay. So again I think to the specific issue of landscaping on the northeast side, working with staff but understanding the direction. I don't know if there's anything you want to add on that specific issue. And then I would like to have you have an opportunity to address the council on anything else you're interested in at this point. Brandon Champeau: I guess yeah, the only thing I would add is that, well we appreciate all the work that Kate and Alyson and her staff have done. Mayor Furlong: Thank you. Brandon Champeau: This was a very challenging site to figure out and it came down to the wire last week but we're excited about the outcome and I think you know where we're at right now is going to allow us to proceed with this and as a company we're very excited to get going so. Mayor Furlong: Great. Anything else you can tell us about the development of the property? Brandon Champeau: Our plan would be to break ground in a couple weeks on it. We still haven't closed on the property so obviously we have to do that first but that will be the next step after tonight and no, I mean I guess it's an exciting project. This is a market that is really difficult for tenants to find space in and especially newer space. I mean it's just an established market so we've had a lot of interest, even you know with companies not even knowing if we're going to proceed. We've got a lot of people interested in the project so we're really excited to get going. Mayor Furlong: Thank you. Any questions for Mr. Champeau from the council? Kate Aanenson: I did kind of gloss over but it's 140,000 square feet. We haven't done that much raw so it's very exciting. Mayor Furlong: Right, it's a significant. Kate Aanenson: Yeah, and he hasn't shared with you but he has some strong interest in some significant users so we're pretty excited to again trying to keep this going and get it graded and move forward so. Mayor Furlong: Alright, thank you. Mr. Laufenburger, did you have a question? Councilman Laufenburger: No. 140,000 I'm excited about the opportunity here. Chanhassen City Council — November 12, 2013 Mayor Furlong: Absolutely. Any other questions for Mr. Champeau? Thank you Brandon Champeau: 'Thank you. Mayor Furlong: Appreciate it. Let's bring it back to council then for comments and discussion. Thoughts and comments. Mr. Laufenburger, why don't you just start. Councilman Laufenburger: Yeah, I did have a question for Mr. Oehme. The Outlot B, which is identified as a potential site for a future well, is there anything that we have to do to validate or qualify that particular location for the well? Are we confident that the aquifer's down there and a reasonable length, etc? Paul Oehme: Yep Mr. Laufenburger, it was probably about 5 years ago, 6 years ago that the City did initiate a well study for the community and this site was identified as a high valued site for future wells. For a future well. You know especially if the future well would be a Jordan well, the Jordan in that area is fairly consistent. It's kind of a known quantity so we're fairly confident that if a well would go in there in the future, especially in a Jordan, it would be a good producer. Councilman Laufenburger: And the size of the Outlot is sufficient to support a well and all of the machinations that would be needed for that, is that correct? Paul Oehme: Right, I believe it is. The size of the outlot was sized specifically for the necessary setbacks. Setbacks that are required for the... Councilman Laufenburger: Thank you Mr. Oehme. Well Mr. Mayor I, as I was reviewing this in the packet and heard rumblings about this, this is a wonderful, will be a wonderful addition. I'm excited for United Properties and all of the people that potentially will be stepping in here for, be it for retail or for warehousing, as Mr. Champeau has said. There's need for this type of space, especially new space. Get some new blood, new business blood in the community so I will support this. Thank you. Mayor Furlong: Thank you. Other comments? Councilwoman Ernst. Councilwoman Ernst: Sure. Well it has been indicated. You know it's been a challenging project and I just appreciate the collaboration with everyone involved to make such a great project so I would definitely support the project as well. Mayor Furlong: Thank you. Any thoughts Councilwoman Tjomhom? Councilwoman Tjornhom: Yeah, I definitely will be supporting it also I think for all the reasons that Councilman Laufenburger already mentioned so. Mayor Furlong: Thank you. Mr. McDonald, any comments? Councilman McDonald: No, I would just go along with the rest of my colleagues on the council. I think it's a good opportunity and welcome to the neighborhood. Mayor Furlong: Yeah, I concur. Appreciate, I know that it was a challenge as was mentioned and thank you so much for working and dealing with the challenges and find solutions. This is going to be a nice development and opportunity for more businesses to locate here or expand in the city which is what we're always looking for and so very much welcome and look forward to seeing it get going here in the next Chanhassen City Council — November 12, 2013 weeks. I hope that works out. So with that let's, why don't we, unless there's an objection I think we can deal with all these items in a single motion. So Kate, do you mind putting that up, that motion up there again and this is both preliminary and final for A, is that correct? Kate Aanenson: Correct. That's correct. Mayor Furlong: Entertain a motion. Would somebody like to make a motion? Councihman McDonald: I'll do it. Mayor Furlong: Mr. McDonald. Councilman McDonald: I make a motion that the City Council approves a preliminary plat of 16.94 acres into one lot and two outlots. Powers Pointe would be the name. Site plan approval for construction of a 140,000 square foot office warehouse building and adoption of the attached Findings of Fact. Also approval of the development contract and plans and specifications for a public utility. And finally approval of the Metropolitan Council Environmental Services Sewer and Maintenance Agreement. Mayor Furlong: Thank you. And just for clarification, for A it would be preliminary and final plat, is that correct? Kate Aanenson: That's correct. Mayor Furlong: Is what we're looking for tonight Mr. McDonald? Councilman McDonald: Yes. Mayor Furlong: And then if we can include under condition 3 under landscaping, to pick up the comments from the notes. Our earlier comments, if that's okay. Councilman McDonald: I would concur and that's fine with me. Mayor Furlong: Thank you. Councilman Laufenburger: Second. Mayor Furlong: Motion's been made. Motion's been seconded. Thank you Mr. Laufenburger. Any discussion on the motion? Hearing none we'll proceed with the vote. Councilman McDonald moved, Councilman Laufenburger seconded that the Chanhassen City Council approve a Preliminary and Final Plat of 16.94 acres into one lot and two outiots (Powers Pointe); Site Plan Approval for construction of a 140,000 square -foot office/warehouse building as shown in plans dated received September 20, 2013 subject to the following conditions, and adoption of the attached Findings of Fact. Planning 1. The applicant shall enter into a site plan agreement. 2. The architecture shall be revised to match the plan dated October 4, 2013. 10 Chanhassen City Council — November 12, 2013 3. Recycling space shall be contained within the trash enclosure located on the north side of the building. 4. All signs including future business wall signs are required to obtain permits and meet city standards. Landscaping 1. The applicant shall install a total of 11 islands/peninsulas in the parking lot and 66 trees. 2. The applicant shall specify a columnar evergreen species for the northeast landscape peninsula. 3. The applicant will work to provide screening along the north and east property lines. 4. The applicant shall correct the botanical name for Imperial honey locust in the plant schedule. Park 1. A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. 2. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval (2013 rate at $12,500 per acre). 12.40 x 12,500=$155,500 Building 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four feet high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. 11 Chanhassen City Council — November 12, 2013 Enaneerina 1. Outlots A and B shall be deeded to the City by Limited Warranty Deed upon recording of the final plat, subject to review of an updated title commitment to the Outlots and approval of title by the City Attorney. A use restriction preserving the property for open space may be recorded against Outlot A by Developer immediately prior to the recording of the Limited Warranty Deed, provided the use restriction has been approved by the City Attorney. These use restrictions may be modified by approval of the City and the owner of Lot 1, Block 1, Powers Pointe. The property being conveyed to the City shall be subject to all easements of record, provided the easement does not interfere with the City's intended use of Outlot A, and a Declaration of Development Standards and Protective Covenants dated December 19, 1988, as document no. 59565. Developer shall use commercially reasonable efforts to cause this declaration to be removed from title by a proceeding subsequent to be completed after the plat has been recorded. 2. The sight line and turning movement information for each access must be submitted to Carver County for review and approval. 3. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. 4. The current streetlight locations provide adequate lighting at the proposed driveway intersections. 5. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. 6. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. 7. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. 8. Prior to installation of the private watermain the developer must obtain any necessary permissions to install the hydrant within the gas and electrical easement on the site. 9. The property owner shall pay for any costs incurred from the terms of the MCES agreement within four (4) years of sanitary sewer connection. 10. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer and must obtain an MPCA Sewer Extension permit. 11. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve energy dissipation. Design changes must be completed prior to City Council consideration of the final plat. 12 Chanhassen City Council — November 12, 2013 12. The developer must provide catch basin spacing calculations to Carver County for review and, if necessary, provide additional catch basins prior to City Council consideration of the final plat. 13. Upon City Council approval of the final plat, the developer is authorized to proceed with site grading operations prior to submittal of the final plat and related documents, provided that the project security has been submitted. 14. Before the retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the gas and electrical easements. 15. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. 16. Temporary sediment basin(s) will be required during mass site grading. 17. Dewatering of temporary sediment basin(s) will require the use of a floating skimmer methodology. 18. Winter shutdown will require all exposed soils to be stabilized. If soils are frozen, the site shall be hydro mulched. If the site is snow covered the area will need to be frost seeded and have straw mulch blown atop the snow. This shall be included as a note in the erosion prevention and sediment control plan and within the Storm Water Pollution Prevention Plan (SWPPP). 19. The SWPPP and all pertinent plans shall be updated to reflect that Lake Susan is within one mile of the site, receives drainage from the site and is impaired for excess nutrients. 20. Appendix A of the General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the NPDES shall be incorporated into the Erosion Prevention and Sediment Control Plan, the Grading Plan, the SWPPP and the storm water management plan as well as anywhere else it applies. 21. Prior to recording of the final plat calculations shall be provided showing that one inch of runoff from the new impervious surface is retained on site either through infiltration and/or reuse from the underground storm sewer vaults. 22. Construction of the rain garden shall not occur until after the majority of the site is stabilized and at least the base course is installed in the paved areas. 23. The proposed rain garden area shall be protected from construction -related activities until such a time as it is ready to be constructed. This shall be indicated on the plans where appropriate. 24. Best Management Practices such as j-hooked silt fence or properly sized and staked biorolls or wattles shall be installed to break up the run on the slopes located in the southeast and southwest corners of Lot 1. 25. The plans shall include all pertinent setbacks and buffers including: 13 Chanhassen City Council — November 12, 2013 a. Shoreland Overlay District (300' from centerline of Bluff Creek) b. Fifty (50) foot setback from Riley Creek. c. All bluff impact zones. d. All wetland boundaries and buffers from those boundaries. 26. Given the proximity to the wetland along Powers Boulevard, the applicant shall make available the necessary evidence to determine that no loss of jurisdictional wetland will result from the proposed activities. 27. Vegetative and topographic alterations shall only occur as necessary for the construction of the facility and appurtenant infrastructure. The wall located southwesterly on the site labeled "Wall 2" in the staff report, shall be relocated easterly to minimize aforementioned alterations. 28. Tree preservation shall occur in those areas where grading is not integral to the intended purpose or construction of the site. Tree protection fencing shall be shown on the plan and installed concurrently with the initial erosion prevention and sediment control BMPs. 29. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area. 30. The $240.879.40 Surface Water Management Fee must be paid before the final plat is recorded. The fee was calculated as follows: Water Quality 12.4 acres($16,440/acre)= $203,856.00 Water Quantity 12.4 acres($8,1 I0/acre)= $100,564.00 SWMP Credit 7.73acres (0.5*$16,440/acre)=-$63,540.6" All voted in favor and the motion carried unanimously with a vote of 5 to 0. Councilman McDonald moved, Councilman Laufenburger seconded that the Chanhassen City Council approves the Development Contract and Construction Plans and Specifications for Powers Pointe. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Councilman McDonald moved, Councilman Laufenburger seconded that the Chanhassen City Council approve the attached Metropolitan Council Environmental Services Sewer Connection and Maintenance Agreement, MCES Connection Permit No. 1792, MCES Interceptor No. 8253-328. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Mayor Furlong: Thank you everyone for being involved. RESOLUTION APPROVING CONCURRENT DETACHMENT AND ANNEXATION OF LAND WITH THE CITY OF VICTORIA. Kate Aanenson: Thank you Mayor, members of the City Council. This is, we haven't done one of these for quite a while. An annexation detachment and this came about from working with 14 I a� CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of United Properties for the following: 1. Preliminary Plat to subdivide 16.9 acres into one lot and two outlots — Powers Pointe. 2. Site Plan Review for the construction of a 140,800 square -foot officetwarehouse building on Lot 1, Block 1, Powers Pointe. On October 15, 2013, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of United Properties requesting a Preliminary Plat and Site Plan review (Planning Case 2013-20). 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 IOP, Industrial Office Park. 2. The property is guided Office Industrial. 3. The legal description of the property is shown on 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. Findine: The subdivision meets the intent of the city code subject to the conditions of the staff report. B. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city s comprehensive plan; Findin¢: The proposed subdivision is consistent with applicable plans. 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; Findin: The proposed site is suitable for development subject to the conditions specified in this report. SCANNED 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; Finding: The proposed subdivision will be served by adequate urban infrastructure. E. The proposed subdivision will not cause environmental damage; Findine: The proposed subdivision will not cause environmental damage subject to conditions of approval. F. The proposed subdivision will not conflict with easements of record. Finding: The proposed subdivision will not conflict with existing easements, but rather will expand and provide all necessary easements. G. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: a. Lack of adequate storm water drainage. b. Lack of adequate roads. c. Lack of adequate sanitary sewer systems. d. Lack of adequate off -site public improvements or support systems. Findine: The proposed subdivision is provided with adequate urban infrastructure. 5. In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: (1) Consistency with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted; (2) Consistency with this division; (3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; (4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; (5) Creation of functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. (6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development is consistent with the City's Highway 5 corridor design requirements, the comprehensive plan, the zoning ordinance, the design standards, and the site plan review requirements. The site design is compatible with the surrounding developments. It is functional and harmonious with the approved development for this area. Staff regards the project as a reasonable use of the land. The overall design is sensitive to the Highway 5 corridor's image. Based upon the foregoing, staff is recommending approval of the site plan with conditions outlined in the staff report. 6. The planning report #2013-20, dated October 15, 2013, prepared by Kate Aanenson, et al, is incorporated herein. The Planning Commission recommends that the City Council approve Preliminary Plat for Chanhassen Lakes Business Park and Site Plan for Powers Pointe. ADOPTED by the Chanhassen Planning Commission this 15s' day of October, 2013. CHANHASSEN PLANNING COMMISSION BY: Its an Affidavit of Publication CITY OF Southwest Newspapers CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 2013-20 State of Minnesota) NOTICE IS HEREBY GIVEN that the Chanhassen Planning )SS, Commission will hold a public County of Carver ) It earing on Tuesday, October 15, at 7:00 p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Blvd. this hearing is to consider reqoseuest a Laurie A. Hartmann, beingdulyswom, on oath says that she is the publisher or the authorized Preliminary Plat Review of 16.94 agent of the publisher of te nespapers known as the Chaska Herald and the Chanhassen Vil- acres of property zoned Industrial Office Park (IOP) and located west lager and has full knowledge of the facts herein stated as follows: Of Powers Boulevard, south of the Twin Cities & Western railroad (A) These newspapers have complied with the requirements constituting qualification as a legal tracks, and east and north of Riley newspaper, as provided by Minnesota Statute 331A.02, 331A.07, and other applicable laws, as Creek (Collor F, Chanhassen Lakes amended. Business Park) -POWERS POINTE; and Site Plan Review for a 140,800 (B) The printed public notice that is attached to this Affidavit and identified as No. b>� square -foot office/warehouse. Applicant: United Properties. was published on the date or dates and in the newspaper stated in the attached Notice and said A plan showing the location Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of of the proposal is available for the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both public review on the City's web site at www inclusive, and is hereby acknowledged as being the kind and size of type used in the composition ci.chanhassen.mn.us/2013-20 or at and publication of the Notice: City Hall during regular business hours. All interested persons are abcdefghijklmnopgrstuvwxyz invited to attend this public hearing and express their opinions withjt respect to this proposal. Kate Aanenson, AICP, Community Development Director Email: kaanensonLci.chanhassen. Laurie A. Hartmann Mums Phone: 52-227-1139 (Published in the Chanhassen Chanhassen Subscribed and sworn before me on Villager on Thursday, October 3, 2013: No 4865 this day of OLL4-�� , 2013 JYMME JEANNETTE BARK N07AM R:BX - MMEM N bic WYCOMIA=NDXPRES01/31/:B Nric 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 ............................................... $12.59 per column inch SCANNED PROPOSED MOTION: "The Chanhassen Planning Commission recommends that City Council approve a Preliminary Plat of 16.94 acres into One Lot and Two Outlots (Powers Pointe), Site Plan Approval for construction of a 140,000 square -foot office/warehouse building, and adoption of the attached Findings of Fact." SUMMARY OF REQUEST: Request for Preliminary Plat Review of 16.94 acres of property zoned Industrial Office Park (IOP) and located west of Powers Boulevard, south of the Twin Cities & Western Railroad tracks, and east and north of Riley Creek (Outlot F, Chanhassen Lakes Business Park) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot office/warehouse building. LOCATION: 8100 Powers Boulevard APPLICANT: United Properties 3500 American Blvd., Suite 200 Minneapolis, MN 55431 Brandon Champeau 952-837-8653 Brandon.chamceauna uprooerties com Paul's Family Trust 7676 Highway 145 Telluride, CO 81435-4100 Mark Steingas 952-392-1306 marks@copperwood-realestate.com PRESENT ZONING: Office Industrial Park (IOP) 2020 LAND USE PLAN: Office Industrial ACREAGE: 16.94 DENSITY: NA 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. Notice of this public hearing has been mailed to all property owners within 500 feet. f Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 2 of 20 PROPOSAL/SUMMARY The following is a summary of the requests 1. Subdivision/Preliminary and Final Plat: The first request is to plat of 16.94 acres into one lot and two outlots — Powers Pointe. 2. Site Plan Review: The second request is for site plan approval for the construction of a 140,800 square -foot building. The property is zoned Industrial Office Park. The intended use of the site is office/warehouse which is a permitted use in the district. APPLICABLE REGULATIONS Chapter 18, Subdivisions Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article XXIH, Division 7, Design Standards for Commercial, Industrial and Office histutionai Developments BACKGROUND The site is currently an outlot in Chanhassen Lakes Business Park, which was platted in 1979. The site is bordered by the Twin Cities and Western Railroad and electrical transmission towers on the north, Powers Boulevard on the east, and Riley Creek on the west and south. Access to the site is limited to Powers Boulevard. All surrounding properties are zoned IOP Industrial Office Park. The property rises from Powers Boulev Creek to the center of the property. Th( accommodate a finished floor elevation et to the center of the site and 50 feet from I be graded and the dirt balanced to Because of the change in elevation and the significant amount of trees on the prope th of the b ' ' om the surrounding properties. CenterPoint Energy has an electrical transmission easement running north/south through the site. A parking lot is shown over this easement. There is also a gas transmission easement parallel to the railroad tracks. SUBDIVISION The proposal includes the platting of Outlot F, Chanhassen Lakes Business Park into three lots. Access to the site is via Powers Boulevard. A future city well is being considered for Outlot B. Outlot A is being created as a preservation area. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 3 of 20 1 T y � OIIROf 1 n.. I � I I LOT 7 IPA � y a+ ♦.Izw rc �,. ,..a '� �,je� �p BLOCK I I '/ amcr A �y / �i '+ C3ot Compliance Table Area Use Lot 1 12.40 acres Office /Warehouse Outlot A 4.20 acres Preservation area dedicated to the city Outlot B .34 acres Future well site Plat The property is proposed to be platted into one lot and two outlots. Outlot A will encompass the southern portion of the site that is heavily wooded and is intended to be a preservation area that will be deeded to the City. Outlot B is the site for a future city well and shall be deeded to the city upon recording of the final plat. Streets and Access The property lies west of Powers Boulevard and south of the railroad tracks. Full access to the site will be from the existing curb cut on Powers Boulevard. Due to the elevations of the site a 9.91/o driveway is proposed at the full access. The existing landing area at the Powers Boulevard intersection will provide a relatively flat area for vehicles to enter and exit the site. The site is designed for tractor -trailer units to enter the site at the existing curb cut. For site circulation purposes the developer proposes a second access to Powers Boulevard, approximately Powers Pointe Planning Case No.2013-20 October 15, 2013 Page 4 of 20 400 feet north of the existing curb cut to allow for egress of tractor -trailer units. The developer has discussed the proposal with Carver County since the County has jurisdiction over Powers Boulevard. The sight line and turning movement information for each access must be submitted to Carver County for review and approval prior to final plat consideration at the City Council. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. There are public streetlights near each driveway location at Powers Boulevard. The developer shall work with City staff to determine if the current locations provide adequate lighting at the proposed driveway intersections. If it is determined that the current lighting is insufficient, the developer shall work with the City to relocate the streetlights and shall pay for all costs associated with the streetlight relocation(s). Utilities The developer proposes to extend 8-inch private watermain from the existing trunk watermain within the west side of the Powers Boulevard right of way. The trunk watermain was installed with the Chanhassen Lakes Business Park improvements with Project 78-3. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. The private watermain will loop around the building, with hydrants located per the Fire Marshal's recommendation. Prior to installation of the private watermain the developer must obtain any necessary permission to install the hydrant within the gas and electrical easement on the site. The developer proposes to connect to the Met Council sanitary sewer to the southwest of the site, within a City -owned outlot. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. Gr adine Site topography is such that it currently decreases rapidly in elevation to the south, east and west with as much as 68 feet of fall from the high point on the property to Riley Creek on the adjoining property to the south. Some parts of the property have grades as steep as 37% and are considered bluff under MN Rules chapter 6410 and Chanhassen City Code section 1-2. Currently these areas of severe grade change are undeveloped and vegetated with a mature tree canopy which minimizes the risk for slope failure and sediment deposition into Riley Creek. Powers Pointe Planning Case No.2013-20 October 15, 2013 Page 5 of 20 Bluff impact zones must be clearly demarcated on the drawings and grading and intensive vegetation removal should be avoided unless the project is dependent upon these activities. The proposed plan calls for significant grading within these potential bluff areas and will likely result in creation of bluff areas where they currently do not exist. The applicant must show that they cannot achieve the intended end use without grading as shown. It appears that a substantial amount of the grading along the most westerly property boundary can be avoided. This would minimize tree loss and provide better protection for Riley Creek. Further, even if this entire area must be graded, the plans show tree loss beyond the grading limits. Tree removal to the property boundaries for the purpose of grading is not allowed within shoreland and bluff impact zones. The developer proposes to grade all of Lot 1 and a portion of Outlot B; no grading is proposed within Outlot A. Tree removal, grading and retaining wall construction within Outlot B will be done when the well site is developed in the future. The developer has indicated that the excess material from the site will be trucked to a location outside of the Chanhassen city limits and has provided an acceptable haul route. Drainage The entire site is tributary to Riley Creek which drains to Lake Susan. Lake Susan is impaired for nutrients and Riley Creek, further downstream, is impaired for sediment. The applicant is proposing to use vaults under the parking lot to achieve storm water management requirements. The preliminary stormwater narrative does indicate that the design will meet minimum requirements for the removal of total suspended solids and total phosphorus. However, under the recently issued General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the National Pollution Discharge Elimination, the applicant will be required to abstract one inch of runoff from impervious surfaces. In discussions with the developer's engineer, the idea of reusing stormwater to meet this requirement was discussed. The applicant will need to provide design information showing how this system will be constructed and utilized. Staff and the developer's engineer are working to modify the storm sewer design at the fill access to improve runoff patterns and energy dissipation. Given the slope of the driveways Carver County is concerned that runoff may bypass the single catch basin shown on each driveway and enter Powers Boulevard. The developer must provide catch basin spacing calculations to Carver County for review and if necessary, provide additional catch basins prior to City Council consideration of the final plat. The proposed outfall into the rain garden will be in excess of seven (7) cubic feet per second. This will result in significant scour force and will likely result in damage to the rain garden if not render the rain garden ineffective as a stormwater management tool. Erosion Control This site has known drainage and erosion issues as sediment is frequently transported onto Powers Boulevard. It is also tenuous to begin grading operations so late in the season because weather conditions are so variable and unpredictable. For this reason, it is very important that Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 6 of 20 extraordinary efforts are made to assure that the site is maintained in a fashion that minimizes the likelihood of erosion and subsequent sediment deposition into Riley Creek. The plan proposes to grade 11.4 acres at one time. This area is all tributary to Riley Creek and Lake Susan. Lake Susan is an impaired water as defined under Section 303D of the federal Clean Water Act. Given that Lake Susan is less than one -quarter mile from the subject property, Appendix A of the NPDES Construction Permit will need to be incorporated into the grading plan, erosion prevention and sediment control plan and the permanent storm water management plan. Some specific elements that must be incorporated into the plans include: 1. The abstraction of one (1) inch of rainfall on -site from all new impervious surface. 2. Temporary sediment basins need to be used during mass grading and shall be designed and constructed to accommodate the storm event with a two-year return interval. Dewatering of the temporary sediment basin(s) shall be performed with a floating skimmer type outlet. 4. Winter shut down will require all exposed soils to be stabilized. If soils are frozen, the site will need to be hydro mulched. If snow is present prior to stabilization, the site will need to be stabilized by frost seeding and blowing straw mulch on top of the snow. 5. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area. Shoreland Overlay District Much of the westerly portion of this property lies within the Shoreland Overlay District for Riley Creek. Riley Creek is immediately tributary to Lake Susan. Lake Susan is impaired for excess nutrients as is Lake Riley which Lake Susan is tributary to. Currently, the reach of Riley Creek adjacent to this property is not impaired; however, Riley Creek is impaired for turbidity after it leaves Lake Riley. Land use decisions should be made with the idea of preventing the .A degradation of Riley Creek and improving Lakes Susan and Riley. Article VIl, Chapter 20 of the Chanhassen City Code as well as Minnesota Rules, Chapter 6120 regulates land use within this area. In general, the proposed land use and topographic alteration are consistent with these rules. An exception is in regard to the topographic and vegetative alterations within the bluff impact zone and the shoreland impact zone. Both code and state rule allow for "Vegetative alterations and Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 7 of 20 excavations or grading and filling necessary for the construction of structures and sewage treatment system.... Alterations of vegetation and topography must be controlled by local government to prevent erosion into public waters, fix nutrients, preserve shoreland aesthetics, preserve historic values, prevent bank slumping and protect fish and wildlife." The proposed plan indicates significant grading to the west, within what appears to be both the shoreland impact zone and the bluff impact zone. These zones must be clearly demarcated on the plan set. It is apparent upon review of the plan that much of the proposed grading and tree removal westerly on the site is not necessary for the construction of the building or appurtenant infrastructure. Further, the plan is calling for the removal of trees where no grading, integral to the structure or not, is being proposed. The plans shall be modified to limit the grading and tree removal on steep slopes and bluff impact zones to only that which is integral to the proposed facilities. The drawings should clearly show Riley Creek, the 300-foot shoreland overlay district, and all bluff areas. If there is any point where the 50-foot setback from the center line of Riley Creek is coincidental to the subject property, this must be clearly shown on the plan set as well. Wetlands In preliminary discussions, staff informed the consulting engineer that a wetland was located adjacent to Powers Boulevard south of the proposed primary access. Staff indicated that a delineation would not need to be done provided the proposed work remained far enough away from the likely wetland location. In an email dated August 26, 2013 staff stated: "The likely wetland boundary shown on the attached is coincidental with the 892' contour. You will need a minimum of 45' from the presumed wetland boundary to the edge of bit/back of curb on the ingress/egress (30' buffer and 15' for the secondary structure setback). If this is not possible, we may then need to look at an actual field delineation." The current proposal shows a rain garden being constructed within the area delineated by the 892' contour. It is acceptable to have the rain garden within the wetland buffer. However, this proposed location is well within the possible wetland extent and it will need to be determined that this placement will not constitute a wetland impact. For this reason, a wetland delineation will be necessary prior to making any decision about the proposed rain garden design. As an alternative, depending upon field conditions, it may be possible to have the proposed improvements staked in the field by the applicant or their representative and staff can use these locates to determine if these improvements constitute no loss in wetland as defined by the MN Wetland Conservation Act. In addition to this wetland area along Powers Boulevard, the City Wetland Inventory shows floodplain wetland adjacent to Riley Creek. This wetland extends almost the entire length from the Twin Cities & Western Railroad to Powers Boulevard. This is a high quality wetland with a Preserve Management classification. Preserve Wetlands have a 40-foot buffer with a 40-foot primary structure setback. At a glance, based upon aerial photography and the provided plan set, Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 8 of 20 it appears that there is adequate buffer for the floodplain wetland provided the tree preservation along the western property limits is maximized as discussed in the grading section of this report. Retainine Walls The developer proposes to construct four retaining walls on the site: Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 9 of 20 Wall 1 Wall 2 Wall 3 Wall 4 Approximate Leneth 170 feet 175 feet 190 feet 370 feet Maximum Height 7 feet 5 feet 8 feet 12.7 feet A portion of Wall I lies within the existing gas and electric easements and a portion of Wall 4 lies within an electric easement. Before these retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the easements. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. Wall 2 shall be moved easterly to only encompass that area integral to the construction of the proposed infrastructure and site grading shall be minimized accordingly. Fees The Engineering and Water Resources fees for the Powers Pointe final plat are calculated as follows: GIS Fee: $25 (plat) + (3 parcels c $10/parcel) $55.00 Surface Water 240,879.40 Management Fee: -Water Quality 12.4 acres($16,440/acre)$203,856.00 -Water Quantity 12.4 acres($8,110/acre) $100,564.00 SWMP Credit 7.73acres (0.5'$16,440/acres - .61 PARKS A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval. SUBDIVISION FINDINGS I. The proposed subdivision is consistent with the zoning ordinance. Finding: The subdivision meets the intent of the city code subject to the conditions of the staff report. 2. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the ciWs comprehensive plan; Finding: The proposed subdivision is consistent with applicable plans. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 10 of 20 3. 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; Finding: The proposed site is suitable for development subject to the conditions specified in this report. 4. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter; Finding: The proposed subdivision will be served by adequate urban infrastructure. 5. The proposed subdivision will not cause environmental damage; Finding: The proposed subdivision will not cause environmental damage subject to conditions of approval. 6. The proposed subdivision will not conflict with easements of record. Finding: The proposed subdivision will not conflict with existing easements, but rather will expand and provide all necessary easements. 7. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: a. Lack of adequate storm water drainage. b. Lack of adequate roads. c. Lack of adequate sanitary sewer systems. d. Lack of adequate off -site public improvements or support systems. Finding: The proposed subdivision is provided with adequate urban infrastructure. SITE PLAN AND ARCHITECTURAL COMPLIANCE HIGHWAY 5 OVERLAY DISTRICT The proposed building is 140,800 square feet and will be used for office and warehousing. There is limited visibility to the building because of the changes in grade. The city owns Outlot E (8.8 acres) which provides and even greater buffer to the surrounding uses on the west and south sides of the building. The building will be visible from the industrial building to the north. Additional landscaping will be required. Because of the location of the gas and transmission lines, the location of the landscaping is limited. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 11 of 20 r o \ \ I \ a J � \- - 1 3{ o / ohs i Al COMPLIANCE TABLE LOT 1 Setback Required Minimum Proposed From Street 30 feet 150 feet From Side Lot Lines 30 feet 145+ feet Rear Yard 30 feet 130 feet Hard Surface 70% 64.28% Height 50 feet 28 feet Creek Setback 50 feet 230 feet Size, Portion and Placement Entries: The building has a pronounced entrance with the office portion. This area has the most glass and is the most visible from Powers Boulevard. Articulation: The building incorporates adequate detail. The architectural style will fit in with the surrounding area. The building will provide a variation in style through the use of rock face block, cement board panel, glass, and canopies. Lighting: A parking lot light plan has been provided. Seven, 20-foot high light fixtures with downcast shield will be located along the main entrance drive. In addition, there will be wall pack lighting along all sides of the building. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 12 of 20 Signs: A monument sign is proposed at the entry from Powers Boulevard. A development sign will be attached to the retaining wall entering the site. All signs including future business wall signs are required to obtain permits and meet city standards. Material and Detail High quality materials — accent material may occupy up to 15 percent of the buildings fagade. The building will use precast panels "Red Rock" and rock face block "red dust" as the primary elements. Cement board panel "Dune" is an accent material above the entrances and the window cladding will be clear with the metal canopy a "colonial red". Color The colors chosen for the building are earth tones. The selection blends in with the surrounding buildings. Heieht and Roof Design The building falls within the Highway 5 Corridor District which limits the height of the buildings to three stories or 40 feet. The building height is 28 feet. The mechanical equipment will be on the roof. The size and location has yet to be determined and will be tenant specific. The equipment should be located 20-30 feet from the parapet edge to minimize its view. The parapet will vary from 12 to 24 inches. Because the building is so high above the road, it is not anticipated that any equipment will be seen. City code requires a pitched element on buildings. This can be achieved through roof design or awnings. The building complies with this requirement. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 13 of 20 • Facade Transparency All facades viewed by the public contain more than 50 percent windows and/or doors. Site Furnishing The applicant has provided an outdoor seating area for the retail space as well as benches and a planter for the office space. Loading Areas, Refuse Areas. etc. The applicant is proposing 18 loading docks along the north side of the building. The trash enclosures are located along the north side of the building. Recycling space should be contained within the same enclosure. Lot Frontage and Parking Location The office portion of the building faces Powers Boulevard. Parking will be located between Powers and the east side of the building. The remaining parking is located along the southern side of the building. The city's parking ordinance requires the following: Office: 5 stalls per 1000 square feet Warehouse: 1 stall for each 1,000 square feet of gross floor area up to 10,000 square feet and one additional space for each additional 2,000 square feet Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 14 of 20 Based upon the above -listed requirements, the office portion will require 176 spaces while the warehouse will require 53 stalls for a total of 229 parking spaces. The applicant has provided 229 spaces. Landscaoine Powers Pointe site plan meets the minimum requirements for landscaping which includes 16,511 square feet of landscaped area around the parking lot, landscape islands or peninsulas, and 66 trees for the parking lot. The applicant's proposed as compared to the requirements for landscape area and parking lot trees is shown in the following table. Required Proposed Vehicular use landscape area 16,511 s . ft. >16,511 s . ft. Trees/parkingTrees/parking lot 66 trees 23 trees Islands or peninsulas/ azkin lot 11 islands/peninsulas Q;-I--AS/DeninSWaS The plan does not meet minimum requirements for trees and landscaping in the parking lot area. Additional trees shall be planted around the perimeter of the parking lots and drive areas. Landscaping should also be provided on the southeastern slope by the entry drive. M Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 15 of 20 \ 11 �U- Staff recommends that the applicant install a more columnar form of evergreen in the landscape peninsula on the northeast comer of the building. Bufferyards are required along Powers Boulevard and the north property line. The north property is installed at 75% of the total required, as directed by ordinance. Bufferyard Requirements Required plantings Proposed plantings Bufferyard B — north prop. line, 1080' - 24 Understory trees 0 Overstory trees *all trees required to be understory due 32 Shrubs 0 Understory trees to overhead lines 0 Shrubs Bufferyard C — east prop. Line, 600' 12 Overstory trees 3 Overstory trees 30 Understory trees 0 Understory trees 30 Shrubs 0 Shrubs Building Official 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. SITE PLAN FINDINGS In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: (1) Consistency with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted; (2) Consistency with this division; (3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 16 of 20 (4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; (5) Creation of functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. (6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development is consistent with the City's Highway 5 corridor design requirements, the comprehensive plan, the zoning ordinance, the design standards, and the site plan review requirements. The site design is compatible with the surrounding developments. It is functional and harmonious with the approved development for this area. Staff regards the project as a reasonable use of the land. The overall design is sensitive to the Highway 5 corridor's image. Based upon the foregoing, staff is recommending approval of the site plan with conditions outlined in the staff report. RECOMMENDATION Staff recommends the Planning Commission adopt the following motion: "The Chanhassen Planning Commission recommends that City Council approve a Preliminary Plat of 16.94 acres into one lot and two outiots (Powers Pointe); Site Plan Approval for construction of a 140,000 square -foot office/warehouse building as shown in plans dated received September 20, 2013 subject to the following conditions, and adoption of the attached Findings of Fact. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 17 of 20 Planning 1. The applicant shall enter into a site plan agreement. 2. The architecture shall be revised to match the plan dated October 4, 2013. 3. Recycling space shall be contained within the trash enclosure located on the north side of the building. 4. All signs including future business wall signs are required to obtain permits and meet city standards. Landscaping 1. The applicant shall install a total of 11 islands/peninsulas in the parking lot and 66 trees. 2. The applicant shall specify a columnar evergreen species for the northeast landscape peninsula. The applicant shall install the required bufferyard plantings along the north and east property lines. 4. The applicant shall correct the botanical name for Imperial honey locust in the plant schedule. Park 1. A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. 2. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval (2013 rate at $12,500 per acre). 12.40 x 12,500=$155,500 Building 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four feet high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 18 of 20 Eneneerin¢ 1. Outlots A and B shall be deeded to the City by Warranty Deed upon recording of the final plat. 2. The sight line and turning movement information for each access must be submitted to Carver County for review and approval prior to final plat consideration by the City Council. 3. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. 4. The developer shall work with City staff to determine if the current streetlight locations provide adequate lighting at the proposed driveway intersections. If it is determined that the current lighting is insufficient, the developer shall work with the City to relocate the streetlights and shall pay for all costs associated with the streetlight relocation(s). 5. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. 6. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. 7. The developer's contractor must notify the Cbanhassen Utility Department a minimum of 72 hours in advance of the wet tap. 8. Prior to installation of the private watermain the developer must obtain any necessary permissions to install the hydrant within the gas and electrical easement on the site. 9. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer. 10. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve runoff patterns and energy dissipation. These design changes must be completed prior to City Council consideration of the final plat. 11. The developer must provide catch basin spacing calculations to Carver County for review and, if necessary, provide additional catch basins prior to City Council consideration of the final plat. 12. Before the retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the gas and electrical easements. 13. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. 14. Temporary sediment basin(s) will be required during mass site grading. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 19 of 20 15. Dewatering of temporary sediment basin(s) will require the use of a floating skimmer methodology. 16. Winter shutdown will require all exposed soils to be stabilized. If soils are frozen, the site shall be hydro mulched. If the site is snow covered the area will need to be frost seeded and have straw mulch blown atop the snow. This shall be included as a note in the erosion prevention and sediment control plan and within the Storm Water Pollution Prevention Plan (SWPPP). 17. The SWPPP and all pertinent plans shall be updated to reflect that Lake Susan is within one mile of the site, receives drainage from the site and is impaired for excess nutrients. 18. Appendix A of the General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the NPDES shall be incorporated into the Erosion Prevention and Sediment Control Plan, the Grading Plan, the SWPPP and the storm water management plan as well as anywhere else it applies. 19. Calculations shall be provided showing that one inch of runoff from the new impervious surface is retained on site either through infiltration and/or reuse from the underground storm sewer vaults. 20. Construction of the rain garden shall not occur until after the majority of the site is stabilized and at least the base course is installed in the paved areas. 21. The proposed rain garden area shall be protected from construction -related activities until such a time as it is ready to be constructed. This shall be indicated on the plans where appropriate. 22. Best Management Practices such as j-hooked silt fence or properly sized and staked biorolls or wattles shall be installed to break up the run on the slopes located in the southeast and southwest corners of Lot 1. 23. The plans shall include all pertinent setbacks and buffers including: a. Shoreland Overlay District (300' from centerline of Bluff Creek) b. Fifty (50) foot setback from Riley Creek. c. All bluff impact zones. d. All wetland boundaries and buffers from those boundaries. 24. Given the proximity to the wetland along Powers Boulevard, the applicant shall make available the necessary evidence to determine that no loss of jurisdictional wetland will result from the proposed activities. This will either require a wetland delineation or the staking of proposed improvements in the field for staff verification. 25. Vegetative and topographic alterations shall only occur as necessary for the construction of the facility and appurtenant infrastructure. The wall located southwesterly on the site labeled "Wall 2" in the staff report, shall be relocated easterly to minimize aforementioned alterations. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 20 of 20 26. Tree preservation shall occur in those areas where grading is not integral to the intended purpose or construction of the site. Tree protection fencing shall be shown on the plan and installed concurrently with the initial erosion prevention and sediment control BMPs. 27. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area.,, ATTACHMENTS 1. Findings of Fact and Recommendation. 2. Development Review Application 3. Project Narrative. 4. Powers Pointe Preliminary Plat. 5. Site Plan Sheet Al dated Received September 16, 2013. 6. Partial Floor Plan Sheets A2.1 and A2.2 dated Received September 16, 2013. 7. Building Elevations Sheet A3 dated Received October 4, 2013. 8. Building Rendering of Partial South Elevation dated Received October 4, 2013. 9. Landscaping Plan Sheet Ll dated Received September 16, 2013. 10. Site Lighting Plan Sheet L2 dated Received September 16, 2013. 11. Civil Plans dated Received September 16, 2013 (12 sheets). 12. Public Hearing Notice Affidavit of Mailing. giplan12013 planning cases12013-20 powers pointe\staff report pc.doc CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION Application of United Properties for the following: 1. Preliminary Plat to subdivide 16.9 acres into one lot and two outlots — Powers Pointe. 2. Site Plan Review for the construction of a 140,800 square -foot office(warehouse building on Lot 1, Block 1, Powers Pointe. On October 15, 2013, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of United Properties requesting a Preliminary Plat and Site Plan review (Planning Case 2013-20). 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 IOP, Industrial Office Park. 2. The property is guided Office Industrial. 3. The legal description of the property is shown on 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. Fm�dm : The subdivision meets the intent of the city code subject to the conditions of the staff report. B. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; Find: The proposed subdivision is consistent with applicable plans. 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; Finding: The proposed site is suitable for development subject to the conditions specified in this report. 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; Findine: The proposed subdivision will be served by adequate urban infrastructure. E. The proposed subdivision will not cause environmental damage; Findine: The proposed subdivision will not cause environmental damage subject to conditions of approval. F. The proposed subdivision will not conflict with easements of record. Findine: The proposed subdivision will not conflict with existing easements, but rather will expand and provide all necessary easements. G. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: a. Lack of adequate storm water drainage. b. Lack of adequate roads. c. Lack of adequate sanitary sewer systems. d. Lack of adequate off -site public improvements or support systems. Findine: The proposed subdivision is provided with adequate urban infrastructure. In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: (1) Consistency with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted; (2) Consistency with this division; (3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; (4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; (5) Creation of functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. (6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, tight and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development is consistent with the City's Highway 5 corridor design requirements, the comprehensive plan, the zoning ordinance, the design standards, and the site plan review requirements. The site design is compatible with the surrounding developments. It is functional and harmonious with the approved development for this area. Staff regards the project as a reasonable use of the land. The overall design is sensitive to the Highway 5 corridor's image. Based upon the foregoing, staff is recommending approval of the site plan with conditions outlined in the staff report. 6. The planning report #2013-20, dated October 15, 2013, prepared by Kate Aanenson, et at, is incorporated herein. RECOA04ENDATION The Planning Commission recommends that the City Council approve Preliminary Plat for Chanhassen Lakes Business Park and Site Plan for Powers Pointe. ADOPTED by the Chanhassen Planning Commission this 15'" day of October, 2013. CHANHASSEN PLANNING COMMISSION EW Its Chairman Planning Cese No. Aoi 3 -,PO CITY OF CHANHASSEN 7700 Market Boulevard - P.O. BOX 147 C17OF CHANHASSEN Chanhassen, MN 55317 — (952) 227-1100 RECEIVED DEVIE LOPMENT REVIEW APPLICATION SEP 1`6 2013 CHANueece., United Properties 3500 American Blvd, Suite 200 Minneapolis, MN 55431 Contact: Brandon Chamoeau Phone:952-837-8653 Fax:952-893-3620 Email: brandon.ChampeauAupropedies.com Owner Name and nily Trust Contact: Mark Steingas Phone:952-392-1306 Fax: Email: MarkSOcopperwood-realestate.com NOTE: Consultation with City staff is required prior to submittal, Including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim toper It OUP) (Grading) Nonconforming Use Permit Planned Unit Development' Rezoning Sign Permits Sign Plan Review - l9 oss 1 (wX 140.8) -746& Site Plan Review (SPR)* 5 A-1L40 9 ` 300 Subdivision- t pla+ $Subdivision- '' ina Temporary Sales Permit Vacation of Right-of-WayrEasements (VAC) (Additional recording fees may apply) Variance (VAR) Weiland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment 200 Notification Sign - $200 (City to install and remove) X for F ' Fees/Attorney Cosy` $5 CUP PR ACNARMlAP/Metes & Bounds 60 inor B TOTAL FEE $B56tt Z`ic F-) + q i' _ SR57 An additional fee of $3.00 per address within the public hearing notification area will barinvoiced iothe apptitia-M- - - °rt°rt°tt'°pt,t'h`+rearn,g. ( 3 31. 3 = <;.I e ) *Five (5) full-size folded copies of the plans must bee submitted, including an 8%" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*.tit) 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: Powers Rase - LOCATION:. LEGAL DESCRIPTION AND PID: Outlot F - Chanhassen Lake Business Park PID 251900370 TOTAL ACREAGE: 16.94 WETLANDS PRESENT: X YES NO PRESENT ZONING IOP - Industrial Office Park REQUESTED ZONING: Same PRESENT LAND USE DESIGNATION: Office Industrial REQUESTED LAND USE DESIGNATION: Same REASON FOR REQUEST: Preliminary Plat, Final Plat, Site Plan Reylewato construct 140,800 square foot office -warehouse building. FOR SITE PLAN REVIEW: Include number of eiasting 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 requirementsWO 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 pecem. 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. - 22 �2 �J Signature t Date Signature of Fee Owner Date g:1*MV0r %4bYd0Pnsntmiew ePPHi tionl" EIVISI ENGINEERING I SURVEYING I ENVIRONMENTAL I PLANNING Project Narrative CITY OF CHANHASSEN RECEIVED SEP 1 F 2013 CHANHASSEN PUNNING DEPT United Properties intends to close and begin immediate development of a 140,000 square foot, 24' clear industrial building upon approval of the development plan and plat by the City of Chanhassen. The project will be named Powers Place, and is expected to attract significant interest from office/warehouse and tech companies looking to expand or relocate to the Chanhassen market. The developer's team consists of Lampert Architects, EVS, Inc.and RJ Ryan Construction. The project will be designed and built in a first-class nature, similar to United Properties' other office/warehouse buildings around the Twin Cities. 414 UNITED I Brandon Champeau P P, O P E RT I E S Assistant Vice President I Development United Properties SCANNED eVs 110250 Valley View Rd., Suite 1231 Eden Prairie, MN 55344-3531 1 Phone:952.646.02361 Fax: 952.646.02901 www.eneng.com fill. j nora�gw'wi !" A 3JVld Sb3MOd s{ € ff .. 1 E Q ❑ :;:ii 9iEll�s i1 Il' , z G 11 11 a � ' r c ante ' I SM3n�pd 11 �a 11, L:l W W frJ p 1 N Z r =W NO 2 W CC Z a = 00 0¢ W W N G S U z U ' J / ` --' - _ F a w o Z =W O Z Z2 ) � MW a LLW CL. N O¢ W m N x tU a S U I nu.aagw wa.wr*MLD 3JVld SIRMOd N ti! 1 QF i I y i A LJ I o ;I ma, dl Elip 1 sssyswr�s� �r -7 If "N ■ IRM goro ■ Rex [p' Is! aed 6 Ft 1 Pill' 6�I o x i `! P O W E R S B L V POWERS PLACE t Chanhasun, Mimesota yt ii g000000000a. �777 �ooco®e®®e®d 10000 INH ,11 'n M :0 0 m MT Z 00 v m= 7 z ) mi Z N O> O O fn m z E, 11 Q A l e S S 3 M O d N o = V. =W Z y z> cc g '-11 UU W w • O¢ N 11,,E U gosawlW "uasseyusy:) DVId SS3MOd n ee O 4 €o y.�?� W 1g� Y t ee v J AREA MAP CIVIL PLANS FOR POWERS PLACE Chanhassen, MN Presented By: United Properties ML W')=R CITY OF CHANHASSEN RECEIVED SEP 16 2013 CHANHASSEN PLANNING DEPT SHEETINDEX DESCRIPTION TITLE SHEET EXISTING CONDITIONS AND TREE REMOVALS ALTA SURVEY(GRONSERG A ASSOCIATES) CIVIL SITE PIMIPRELIMINARY 15ET PLAT GRADING PLAN EROSION CONTROL PLAN GRADING AND EROSION CONTROL DETARS UTILITY PLAN CONSTRUCTION DETAILS C802 CONSTRUCTION DETAILS C303 CONSTRUCTION OETAILS LBW CONSTRUCTION DETAILS AMR" L11J' ExaMIEMRmD euRverMD EXVR PLANNING PL/JIMXq Civil Plane UN ITEO P R OP ERT I IFS lAvAN PovnM PlacM CM 1NmNmX. MM TIM. 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SY � •i• r. d 6!S• .� do ff r � :� [ 11 ff i p€�£?� 4fe 9Y �![l g � $=�• o3 7jall a 6 x o€ �s ' 4 I t i 6 a JL4 Ir 4 6 b � a LI b g 1p :E- {f e� ¢y Rill ems/ a.Hilt 11 aPIM a Ejease� a ae xx '3P`;a6 9P a :� a.c� ,n ! a$ d� i-•(4 rI ¢ s ei s jib a 96F OQ$ r� s E !3 SL®&044 t'-F- ,j 3 ,' �1 .5-; c " • �s+ � auro lnn y a T � � �x � b.F ao tG� '3 I pr dez F # a g 1 €P4 6�Mfr46Y' cr' gM m p S� > D�bs ��bag ■ ges;-7 ei!bxp° ae gi ac C j xi9, 'M .] Ilk @ r l xa lbSa� 3 M. Y 'q isy; jmfz'=�55GGIwo�{e g s 8 F C p F _� 4sbe CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Karen J. Engelhardt, being fast duly sworn, on oath deposes that she is and was on October 3, 2013, 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 Powers Pointe — Planning Case 2013-20 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 swom to before me this day ofC)skbe ' 2013. Notary P li �. P E_VA.l Ii- ,A V, '1-uty Clerk ). KIM T. MEUWISSEN Notary Public -Minnesota My Commission EzpinmJan 31, 201s Notice of Public Hearing Chanhassen Planning Commission Meeting Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, October 15, 2013 at 7:00 p.m, This hearing may not start until later In the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for Preliminary Plat Review of 16.94 acres of property Proposal: zoned Industrial Office Park (IOP) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot office/warehouse. Applicant: United Properties West of Powers Boulevard, south of the Twin Cities & Western Property railroad tracks, and east and north of Riley Creek Location: (Outlot F, Chanhassen Lakes Business Park) 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: 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/2013-20. If you wish to talk to someone about this project, please contact Kate Aanenson by email at kaanensonAci.chanhassen.mn.us or by phone at Questions & 952-227-1139. If you choose to submit written comments, it is Comments: 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. Al 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 lake 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. Date & Time: Tuesday, October 15, 2013 at 7:00 p.m. This hearing may not start until later In the evening,depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for Preliminary Plat Review of 16.94 acres of property Proposal: zoned Industrial Office Park (IOP) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot offiicetwarehouse. Applicant: United Properties West of Powers Boulevard, south of the Twin Cities & Western Property railroad tracks, and east and north of Riley Creek Location: (Outlot F, Chanhassen Lakes Business Park) 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: 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/2013-20. If you wish to talk to someone about this project, please contact Kate Aanenson by email at kaanenson(cDci.chanhassen.mn.us or by phone at Questions & 952-227-1139. If you choose to submit written comments, it is Comments: 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 PlanningCommission meeting. CIty Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Welland Alterations, Remnings, 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 Coumll 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 commercialMdustdal. • 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 somethl to be Included In the report, lease contact the PlanningStaff person named on the not�lcatlon. BRIAN K OLSON CARL E JACOBSEN HUSEBY CARROLL W & GLADYS A HANNA 1321 LAKE DR W #112 1321 LAKE DR W #322 1321 LAKE DR W #116 CHANHASSEN MN 55317-3501 CHANHASSEN MN 65317-3514 CHANHASSEN MN 55317-3502 CARVER COUNTY CHARLES A & SANDRA A BERG CONNIE L PETERSON 602 4TH ST E 1321 LAKE DR W # 214 1321 LAKE DR W #326 CHASKA MN 55318-2102 CHANHASSEN MN 55317-3507 CHANHASSEN MN 55317-3514 CORE MPLS INDUST PORTF ETAL CSM PROPERTIES INC DANIEL P MCGROARTY 1600 DAVE ST #450 500 WASHINGTON AVE S #3000 1321 LAKE DR W NEWPORT BEACH CA 92660-2447 MINNEAPOLIS MN 55415-1151 CHANHASSEN MN 55317-3508 DIXIE L KOOPMAN ERIC M & PATRICIA E BURDON FRIEDRICH BAAZ 1321 LAKE DR W # 130 6690 BRENDEN CT 1321 LAKE DR W #328 CHANHASSEN MN 55317-3504 CHANHASSEN MN 55317-7560 CHANHASSEN MN 55317-3514 GARY R & LAURIE J KASSEN HFC REAL ESTATE CO LLC HURSH FAMILY TRUST 4 N OLD MILL LN 5201 DOMINICK DR 1321 LAKE DR W # 318 BURR RIDGE IL 60527-5786 HOPKINS MN 55343-8985 CHANHASSEN MN 55317-3513 (STAR MINNESOTA LLC JAIME W & LISA H LAUGHLIN JAIME W LAUGHLIN PO BOX 4900 376 SUMMERFIELD DR 376 SUMMERFIELD DR SCOTTSDALE AZ 85261-4900 CHANHASSEN MN 55317-7628 CHANHASSEN MN 55317-7628 JAMES P CARLSON KEITH A & MARTHA E THOMPSON L38 LLP 1321 LAKE DR W # 320 2625 SHINOAK DR 8110 MALLORY CT CHANHASSEN MN 55317-3513 ORLANDO FL 32837-5353 CHANHASSEN MN 55317-8586 LURENE HOBZA (DILLE) MARK V JORGENSEN MATTHEW F EISENHAUER 1321 LAKE DR W # 221 1533 SOMERSET DR 1321 LAKE DR W #126 CHANHASSEN MN 55317-3508 ABERDEEN SD 57401-1558 CHANHASSEN MN 55317-3503 PATTY JO KOVAR BERENJIAN PAUL B ROSEN PAULS FAMILY TRUST 8192 KATIE CIR 5136 HIAWATHA AVE # 201 7676 HIGHWAY 145 EDEN PRAIRIE MN 55347-1098 MINNEAPOLIS MN 55417- TELLURIDE CO 81435-4100 POWERS RIDGE CONDOMINIUM POWERS RIDGE DEVELOPMENT INC PRCM ACQUISITIONS XII LLC HOMES 6600 SALLY LN 5151 EDINA INDUSTRIAL BLVD # 2 1371 LAKE DR W CHANHASSEN MN 55317$524 MINNEAPOLIS MN 55439-1043 EDINA MN 55439-3016 RAYMOND OBERLEITNER SCOTT J & DEDE L MONTGOMERY TRADEN LLC 1321 LAKE DR W # 219 8260 WEST LAKE CT 8156 MALLORY CT CHANHASSEN MN 55317-3507 CHANHASSEN MN 55317-8511 CHANHASSEN MN 55317-8586 UNITED MAILING INC UNITED PROPERTIES 7951 POWERS BLVD ATTN: BRANDON CHAMPEAU CHANHASSEN MN 55317-9502 3500 AMERICAN BLVD STE 200 MINNEAPOLIS MN 55431 PAI'(A Non -Scannable Item ROM I Description � C Folder Number Folder Name ' Ow Job Number Box Number b `� w CITY OF CHANHASSEN PROPOSED MOTION: PC DATE: October 15, 2013 ❑ CC DATE: October 28, 2013 REVIEW DEADLINE: Nov. 12, 2013 CASE #: 2013-20 BY: KA "The Chanhassen Planning Commission recommends that City Council approve a Preliminary Plat of 16.94 acres into One Lot and Two Outlots (Powers Pointe), Site Plan Approval for construction of a 140,000 square -foot office/warehouse building, and adoption of the attached Findings of Fact." SUMMARY OF REQUEST: Request for Preliminary Plat Review of 16.94 acres of property zoned Industrial Office Park (IOP) and located west of Powers Boulevard, south of the Twin Cities & Western Railroad tracks, and east and north of Riley Creek (Outlot F, Chanhassen Lakes Business Park) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot office/warehouse building. LOCATION: 8100 Powers Boulevard APPLICANT: United Properties 3500 American Blvd., Suite 200 Minneapolis, MN 55431 Brandon Champeau 952-837-8653 Brandon.chamceauC@.uDronerties.com Paul's Family Trust 7676 Highway 145 Telluride, CO 81435-4100 Mark Steingas 952-392-1306 marks@copperwood-realestate.com 0� , PRESENT ZONING: Office Industrial Park (IOP) 2020 LAND USE PLAN: Office Industrial ACREAGE: 16.94 DENSITY: NA 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. Notice of this public hearing has been mailed to all property owners within 500 feet. SCANNED Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 2 of 20 PROPOSAL/SUMMARY The following is a summary of the requests: I. Subdivision/Preliminary and Final Plat: The fast request is to plat of 16.94 acres into one lot and two outlots — Powers Pointe. 2. Site Plan Review: The second request is for site plan approval for the construction of a 140,800 square -foot building. The property is zoned Industrial Office Park. The intended use of the site is office/warehouse which is a permitted use in the district. APPLICABLE REGULATIONS Chapter 18, Subdivisions Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article XXHI, Division 7, Design Standards for Commercial, Industrial and Office histutional Developments BACKGROUND The site is currently an outlot in Chanhassen Lakes Business Park, which was platted in 1979. The site is bordered by the Twin Cities and Western Railroad and electrical transmission towers on the north, Powers Boulevard on the east, and Riley Creek on the west and south. Access to the site is limited to Powers Boulevard. All surrounding properties are zoned IOP Industrial Office Park. The property rises from Powers Boulevard 40 feet to the center of the site and 50 feet from Riley Creek to the center of the property. The site will be graded and the dirt balanced to accommodate a finished floor elevation of 946. Because of the change in elevation and the significant amount of trees on the property, there will be limited visibility of the building from the surrounding properties. CenterPoint Energy has an electrical transmission easement running north/south through the site. A parking lot is shown over this easement. There is also a gas transmission easement parallel to the railroad tracks. The proposal includes the platting of Outlot F, Chanhassen Lakes Business Park into three lots. Access to the site is via Powers Boulevard. A future city well is being considered for Outlot B. Outlot A is being created as a preservation area. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 3 of 20 M. LOT 1 BLOCK , 4A I, y OUOOT A C301 Coin fiance Table Area Use Lot 1 12.40 acres Office /Warehouse Outlot A 4.20 acres Preservation area dedicated to the city Outlot B .34 acres Future well site Plat The property is proposed to be platted into one lot and two outlots. Outlot A will encompass the southern portion of the site that is heavily wooded and is intended to be a preservation area that will be deeded to the City. Outlot B is the site for a future city well and shall be deeded to the city upon recording of the final plat. Streets and Access The property lies west of Powers Boulevard and south of the railroad tracks. Full access to the site will be from the existing curb cut on Powers Boulevard. Due to the elevations of the site a 9.9% driveway is proposed at the full access. The existing landing area at the Powers Boulevard intersection will provide a relatively flat area for vehicles to enter and exit the site. The site is designed for tractor -trailer units to enter the site at the existing curb cut. For site circulation purposes the developer proposes a second access to Powers Boulevard, approximately Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 4 of 20 400 feet north of the existing curb cut to allow for egress of tractor -trailer units. The developer has discussed the proposal with Carver County since the County has jurisdiction over Powers Boulevard. The sight line and turning movement information for each access must be submitted to Carver County for review and approval prior to final plat consideration at the City Council. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. There are public streetlights near each driveway location at Powers Boulevard. The developer shall work with City staff to determine if the current locations provide adequate lighting at the proposed driveway intersections. If it is determined that the current lighting is insufficient, the developer shall work with the City to relocate the streetlights and shall pay for all costs associated with the streetlight relocation(s). Utilities The developer proposes to extend 8-inch private watermain from the existing trunk watermain within the west side of the Powers Boulevard right of way. The trunk watermain was installed with the Chanhassen Lakes Business Park improvements with Project 78-3. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. The private watermain will loop around the building, with hydrants located per the Fire Marshal's recommendation. Prior to installation of the private watermain the developer must obtain any necessary permission to install the hydrant within the gas and electrical easement on the site. The developer proposes to connect to the Met Council sanitary sewer to the southwest of the site, within a City -owned outlot. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. Gradine Site topography is such that it currently decreases rapidly in elevation to the south, east and west with as much as 68 feet of fall from the high point on the property to Riley Creek on the adjoining property to the south. Some parts of the property have grades as steep as 37% and are considered bluff under MN Rules chapter 6410 and Chanhassen City Code section 1-2. Currently these areas of severe grade change are undeveloped and vegetated with a mature tree canopy which minimizes the risk for slope failure and sediment deposition into Riley Creek. �_1 Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 5 of 20 Bluff impact zones must be clearly demarcated on the drawings and grading and intensive vegetation removal should be avoided unless the project is dependent upon these activities. The proposed plan calls for significant grading within these potential bluff areas and will likely result in creation of bluff areas where they currently do not exist. The applicant must show that they cannot achieve the intended end use without grading as shown. It appears that a substantial amount of the grading along the most westerly property boundary can be avoided. This would minimize tree loss and provide better protection for Riley Creek. Further, even if this entire area must be graded, the plans show tree loss beyond the grading limits. Tree removal to the property boundaries for the purpose of grading is not allowed within shoreland and bluff impact zones. The developer proposes to grade all of Lot 1 and a portion of Outlot B; no grading is proposed within Outlot A. Tree removal, grading and retaining wall construction within Outlot B will be done when the well site is developed in the future. The developer has indicated that the excess material from the site will be trucked to a location outside of the Chanhassen city limits and has provided an acceptable haul route. Drainage The entire site is tributary to Riley Creek which drains to Lake Susan. Lake Susan is impaired for nutrients and Riley Creek, further downstream, is impaired for sediment. The applicant is proposing to use vaults under the parking lot to achieve storm water management requirements. The preliminary stormwater narrative does indicate that the design will meet minimum requirements for the removal of total suspended solids and total phosphorus. However, under the recently issued General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the National Pollution Discharge Elimination, the applicant will be required to abstract one inch of runoff from impervious surfaces. In discussions with the developer's engineer, the idea of reusing stormwater to meet this requirement was discussed. The applicant will need to provide design information showing how this system will be constructed and utilized. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve runoff patterns and energy dissipation. Given the slope of the driveways Carver County is concerned that runoff may bypass the single catch basin shown on each driveway and enter Powers Boulevard. The developer must provide catch basin spacing calculations to Carver County for review and if necessary, provide additional catch basins prior to City Council consideration of the final plat. The proposed outfall into the rain garden will be in excess of seven (7) cubic feet per second. This will result in significant scour force and will likely result in damage to the rain garden if not render the rain garden ineffective as a stormwater management tool. Erosion Control This site has known drainage and erosion issues as sediment is frequently transported onto Powers Boulevard. It is also tenuous to begin grading operations so late in the season because weather conditions are so variable and unpredictable. For this reason, it is very important that Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 6 of 20 extraordinary efforts are made to assure that the site is maintained in a fashion that minimizes the likelihood of erosion and subsequent sediment deposition into Riley Creek. The plan proposes to grade 11.4 acres at one time. This area is all tributary to Riley Creek and Lake Susan. Lake Susan is an impaired water as defined under Section 303D of the federal Clean Water Act. Given that Lake Susan is less than one -quarter mile from the subject property, Appendix A of the NPDES Construction Permit will need to be incorporated into the grading plan, erosion prevention and sediment control plan and the permanent storm water management plan. Some specific elements that must be incorporated into the plans include: 1. The abstraction of one (1) inch of rainfall on -site from all new impervious surface. 2. Temporary sediment basins need to be used during mass grading and shall be designed and constructed to accommodate the storm event with a two-year return interval. 3. Dewatering of the temporary sediment basin(s) shall be performed with a floating skimmer type outlet. 4. Winter shut down will require all exposed soils to be stabilized. If soils are frozen, the site will need to be hydro mulched. If snow is present prior to stabilization, the site will need to be stabilized by frost seeding and blowing straw mulch on top of the snow. 5. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area. Shoreland Overlay District Much of the westerly portion of this property lies within the Shoreland Overlay District for Riley Creek. Riley Creek is immediately tributary to Lake Susan. Lake Susan is impaired for excess nutrients as is Lake Riley which Lake Susan is tributary to. Currently, the reach of Riley Creek adjacent to this property is not impaired; however, Riley Creek is impaired for turbidity after it leaves Lake Riley. Land use decisions should be made with the idea of preventing the _ _ - degradation of Riley Creek and improving Lakes Susan and Riley. Article VII, Chapter 20 of the Chanhassen City Code as well as Minnesota Rules, Chapter 6120 r B regulates land use within this area. In H general, the proposed land use and j topographic alteration are consistent with these rules. An exception is in r regard to the topographic and 1 vegetative alterations within the bluff impact zone and the shoreland impact zone. Both code and state rule allow for "Vegetative alterations and Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 7 of 20 excavations or grading and filling necessary for the construction of structures and sewage treatment system.... Alterations of vegetation and topography must be controlled by local government to prevent erosion into public waters, fix nutrients, preserve shoreland aesthetics, preserve historic values, prevent bank slumping and protect fish and wildlife." The proposed plan indicates significant grading to the west, within what appears to be both the shoreland impact zone and the bluff impact zone. These zones must be clearly demarcated on the plan set. It is apparent upon review of the plan that much of the proposed grading and tree removal westerly on the site is not necessary for the construction of the building or appurtenant infrastructure. Further, the plan is calling for the removal of trees where no grading, integral to the structure or not, is being proposed. The plans shall be modified to limit the grading and tree removal on steep slopes and bluff impact zones to only that which is integral to the proposed facilities. The drawings should clearly show Riley Creek, the 300-foot shoreland overlay district, and all bluff areas. If there is any point where the 50-foot setback from the center line of Riley Creek is coincidental to the subject property, this must be clearly shown on the plan set as well. Wetlands In preliminary discussions, staff informed the consulting engineer that a wetland was located adjacent to Powers Boulevard south of the proposed primary access. Staff indicated that a delineation would not need to be done provided the proposed work remained far enough away from the likely wetland location. In an email dated August 26, 2013 staff stated: "The likely wetland boundary shown on the attached is coincidental with the 892' contour. You will need a minimum of 45' from the presumed wetland boundary to the edge of bit/back of curb on the ingress/egress (30' buffer and 15' for the secondary structure setback). If this is not possible, we may then need to look at an actual field delineation." The current proposal shows a rain garden being constructed within the area delineated by the 892' contour. It is acceptable to have the rain garden within the wetland buffer. However, this proposed location is well within the possible wetland extent and it will need to be determined that this placement will not constitute a wetland impact. For this reason, a wetland delineation will be necessary prior to making any decision about the proposed rain garden design. As an alternative, depending upon field conditions, it may be possible to have the proposed improvements staked in the field by the applicant or their representative and staff can use these locates to determine if these improvements constitute no loss in wetland as defined by the MN Wetland Conservation Act. In addition to this wetland area along Powers Boulevard, the City Wetland Inventory shows floodplain wetland adjacent to Riley Creek. This wetland extends almost the entire length from the Twin Cities & Western Railroad to Powers Boulevard. This is a high quality wetland with a Preserve Management classification. Preserve Wetlands have a 40-foot buffer with a 40-foot primary structure setback. At a glance, based upon aerial photography and the provided plan set, Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 8 of 20 it appears that there is adequate buffer for the floodplain wetland provided the tree preservation along the western property limits is maximized as discussed in the grading section of this report. Retainine Walls The developer proposes to construct four retaining walls on the site: Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 9 of 20 Wall 1 Wall 2 Wall 3 Wall 4 Approximate Length Maximum Height 170 feet 7 feet 175 feet 5 feet 190 feet 8 feet 370 feet 12.7 feet A portion of Wall 1 lies within the existing gas and electric easements and a portion of Wall 4 lies within an electric easement. Before these retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the easements. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. Wall 2 shall be moved easterly to only encompass that area integral to the construction of the proposed infrastructure and site grading shall be minimized accordingly. Fees The Engineering and Water Resources fees for the Powers Pointe final plat are calculated as follows: GIS Fee: $25 (plat) + (3 parcels c $10/parcel) $55.00 Surface Water $240,879.40 Management Fee: -Water Quality 12.4 acres($16,440/acre)= $203,856.00 -Water Quantity 12.4 acres($8,110/acre)= $100,564.00 -SWMP Credit 7.73acres (0.5'$16,440/acre)=-$63,540.60 A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval. SUBDIVISION FINDINGS 1. The proposed subdivision is consistent with the zoning ordinance. Finding: The subdivision meets the intent of the city code subject to the conditions of the staff report. 2. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; Findin¢: The proposed subdivision is consistent with applicable plans. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 10 of 20 3. 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; Finding: The proposed site is suitable for development subject to the conditions specified in this report. 4. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter; Finding: The proposed subdivision will be served by adequate urban infrastructure. 5. The proposed subdivision will not cause environmental damage; Finding: The proposed subdivision will not cause environmental damage subject to conditions of approval. 6. The proposed subdivision will not conflict with easements of record. Finding: The proposed subdivision will not conflict with existing easements, but rather will expand and provide all necessary easements. 7. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: a. Lack of adequate storm water drainage. b. Lack of adequate roads. c. Lack of adequate sanitary sewer systems. d. Lack of adequate off -site public improvements or support systems. Fm�dm : The proposed subdivision is provided with adequate urban infrastructure. SITE PLAN AND ARCHITECTURAL COMPLIANCE HIGHWAY 5 OVERLAY DISTRICT The proposed building is 140,800 square feet and will be used for office and warehousing. There is limited visibility to the building because of the changes in grade. The city owns Outlot E (8.8 acres) which provides and even greater buffer to the surrounding uses on the west and south sides of the building. The building will be visible from the industrial building to the north. Additional landscaping will be required. Because of the location of the gas and transmission lines, the location of the landscaping is limited. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 11 of 20 ,e '\ ♦ ..:' ter_.=�_i'sm Al COMPLIANCE TABLE LOT 1 Setback Required Minimum Proposed From Street 30 feet 150 feet From Side Lot Lines 30 feet 145+ feet Rear Yard 30 feet 130 feet Hard Surface 70% 64.28% Height 50 feet 28 feet Creek Setback 50 feet 230 feet Size. Portion and Placement Entries: The building has a pronounced entrance with the office portion. This area has the most glass and is the most visible from Powers Boulevard. Articulation: The building incorporates adequate detail. The architectural style will fit in with the surrounding area. The building will provide a variation in style through the use of rock face block, cement board panel, glass, and canopies. Lighting: A parking lot light plan has been provided. Seven, 20-foot high light fixtures with downcast shield will be located along the main entrance drive. In addition, there will be wall pack lighting along all sides of the building. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 12 of 20 Signs: A monument sign is proposed at the entry from Powers Boulevard. A development sign will be attached to the retaining wall entering the site. All signs including future business wall signs are required to obtain permits and meet city standards. Material and Detail High quality materials — accent material may occupy up to 15 percent of the buildings fagade. The building will use precast panels "Red Rock" and rock face block "red dust' as the primary elements. Cement board panel "Dune" is an accent material above the entrances and the window cladding will be clear with the metal canopy a "colonial red". Color The colors chosen for the building are earth tones. The selection blends in with the surrounding buildings. Hei¢ht and Roof Desi The building falls within the Highway 5 Corridor District which limits the height of the buildings to three stories or 40 feet. The building height is 28 feet. The mechanical equipment will be on the roof. The size and location has yet to be determined and will be tenant specific. The equipment should be located 20-30 feet from the parapet edge to minimize its view. The parapet will vary from 12 to 24 inches. Because the building is so high above the road, it is not anticipated that any equipment will be seen. City code requires a pitched element on buildings. This can be achieved through roof design or awnings. The building complies with this requirement. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 13 of 20 Facade Transparency All facades viewed by the public contain more than 50 percent windows and/or doors. Site Furnishine The applicant has provided an outdoor seating area for the retail space as well as benches and a planter for the office space. Loadine Areas, Refuse Areas. etc. The applicant is proposing 18 loading docks along the north side of the building. The trash enclosures are located along the north side of the building. Recycling space should be contained within the same enclosure. Lot Frontaee and Parkine Location The office portion of the building faces Powers Boulevard. Parking will be located between Powers and the east side of the building. The remaining parking is located along the southern side of the building. The city's parking ordinance requires the following: Office: 5 stalls per 1000 square feet Warehouse: 1 stall for each 1,000 square feet of gross floor area up to 10,000 square feet and one additional space for each additional 2,000 square feet Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 14 of 20 Based upon the above -listed requirements, the office portion will require 176 spaces while the warehouse will require 53 stalls for a total of 229 parking spaces. The applicant has provided 229 spaces. Landscanine — _ = tip_ .�,„,,."""".�'"""»�••^ 11 ti © CD g 28 Ll Powers Pointe site plan meets the minimum requirements for landscaping which includes 16,511 square feet of landscaped area around the parking lot, landscape islands or peninsulas, and 66 trees for the parking lot. The applicant's proposed as compared to the requirements for landscape area and parking lot trees is shown in the following table. Required Proposed Vehicular use landscape area 16,511 sq. ft. >16,511 s . ft. Trees/parkingTrees/parking lot 66 trees 23 trees Islands or peninsulastparking lot 11 islands/peninsulas 9 islands/peninsulas The plan does not meet minimum requirements for trees and landscaping in the parking lot area. Additional trees shall be planted around the perimeter of the parking lots and drive areas. Landscaping should also be provided on the southeastern slope by the entry drive. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 15 of 20 Staff recommends that the applicant install a more columnar form of evergreen in the landscape peninsula on the northeast corner of the building. Bufferyards are required along Powers Boulevard and the north property line. The north property is installed at 75% of the total required, as directed by ordinance. Bufferyard Requirements Required plantings Proposed plantings Bufferyard B — north prop. line, 1080' - 24 Understory trees 0 Overstory trees *all trees required to be understory due 32 Shrubs 0 Understory trees to overhead lines 0 Shrubs Bufferyard C — east prop. Line, 600' 12 Overstory trees 3 Overstory trees 30 Understory trees 0 Understory trees 30 Shrubs 0 Shrubs Buildine Official 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. SITE PLAN FINDINGS In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: (1) Consistency with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted; (2) Consistency with this division; (3) Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 16 of 20 (4) Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; (5) Creation of functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. (6) Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development is consistent with the City's Highway 5 corridor design requirements, the comprehensive plan, the zoning ordinance, the design standards, and the site plan review requirements. The site design is compatible with the surrounding developments. It is functional and harmonious with the approved development for this area. Staff regards the project as a reasonable use of the land. The overall design is sensitive to the Highway 5 corridor's image. Based upon the foregoing, staff is recommending approval of the site plan with conditions outlined in the staff report. RECOMMENDATION Staff recommends the Planning Commission adopt the following motion: "The Cbanbassen Planning Commission recommends that City Council approve a Preliminary Plat of 16.94 acres into one lot and two outlots (Powers Pointe); Site Plan Approval for construction of a 140,000 square -foot officetwarehouse building as shown in plans dated received September 20, 2013 subject to the following conditions, and adoption of the attached Findings of Fact. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 17 of 20 Plannine 1. The applicant shall enter into a site plan agreement. 2. The architecture shall be revised to match the plan dated October 4, 2013. 3. Recycling space shall be contained within the trash enclosure located on the north side of the building. 4. All signs including future business wall signs are required to obtain permits and meet city standards. LandscayinE 1. The applicant shall install a total of I 1 islands/peninsulas in the parking lot and 66 trees. 2. The applicant shall specify a columnar evergreen species for the northeast landscape peninsula. 3. The applicant shall install the required bufferyard plantings along the north and east property lines. 4. The applicant shall correct the botanical name for Imperial honey locust in the plant schedule. Park 1. A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. 2. Full park fees in lieu of parkland dedication shall be collected in full at the rate in fore upon final plat submission and approval (2013 rate at $12,500 per acre). 12.40 x 12,500=$155,500 BuildinE 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four feet high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 18 of 20 EneincerinQ 1. Outlots A and B shall be deeded to the City by Warranty Deed upon recording of the final plat. 2. The sight line and turning movement information for each access must be submitted to Carver County for review and approval prior to final plat consideration by the City Council. 3. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. 4. The developer shall work with City staff to determine if the current streetlight locations provide adequate lighting at the proposed driveway intersections. If it is determined that the current lighting is insufficient, the developer shall work with the City to relocate the streetlights and shall pay for all costs associated with the streetlight relocation(s). 5. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. 6. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. 7. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. 8. Prior to installation of the private watermain the developer must obtain any necessary permissions to install the hydrant within the gas and electrical easement on the site. 9. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer. 10. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve runoff patterns and energy dissipation. These design changes must be completed prior to City Council consideration of the final plat. 11. The developer must provide catch basin spacing calculations to Carver County for review and, if necessary, provide additional catch basins prior to City Council consideration of the final plat. 12. Before the retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the gas and electrical easements. 13. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. 14. Temporary sediment basin(s) will be required during mass site grading. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 19 of 20 15. Dewatering of temporary sediment basin(s) will require the use of a floating skimmer methodology. 16. Winter shutdown will require all exposed soils to be stabilized. If soils are frozen, the site shall be hydro mulched. If the site is snow covered the area will need to be frost seeded and have straw mulch blown atop the snow. This shall be included as a note in the erosion prevention and sediment control plan and within the Storm Water Pollution Prevention Plan (SWPPP). 17. The SWPPP and all pertinent plans shall be updated to reflect that Lake Susan is within one mile of the site, receives drainage from the site and is impaired for excess nutrients. 18. Appendix A of the General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the NPDES shall be incorporated into the Erosion Prevention and Sediment Control Plan, the Grading Plan, the SWPPP and the storm water management plan as well as anywhere else it applies. 19. Calculations shall be provided showing that one inch of runoff from the new impervious surface is retained on site either through infiltration and/or reuse from the underground storm sewer vaults. 20. Construction of the rain garden shall not occur until after the majority of the site is stabilized and at least the base course is installed in the paved areas. 21. The proposed rain garden area shall be protected from construction -related activities until such a time as it is ready to be constructed. This shall be indicated on the plans where appropriate. 22. Best Management Practices such as j-hooked silt fence or properly sized and staked biorolls or wattles shall be installed to break up the run on the slopes located in the southeast and southwest comers of Lot 1. 23. The plans shall include all pertinent setbacks and buffers including: a. Shoreland Overlay District (300' from centerline of Bluff Creek) b. Fifty (50) foot setback from Riley Creek. c. All bluff impact zones. d. All wetland boundaries and buffers from those boundaries. 24. Given the proximity to the wetland along Powers Boulevard, the applicant shall make available the necessary evidence to determine that no loss of jurisdictional wetland will result from the proposed activities. This will either require a wetland delineation or the staking of proposed improvements in the field for staff verification. 25. Vegetative and topographic alterations shall only occur as necessary for the construction of the facility and appurtenant infrastructure. The wall located southwesterly on the site labeled "Wall 2" in the staff report, shall be relocated easterly to minimize aforementioned alterations. Powers Pointe Planning Case No. 2013-20 October 15, 2013 Page 20 of 20 26. Tree preservation shall occur in those areas where grading is not integral to the intended purpose or construction of the site. Tree protection fencing shall be shown on the plan and installed concurrently with the initial erosion prevention and sediment control BMPs. 27. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area.,, ATTACHMENTS 1. Findings of Fact and Recommendation. 2. Development Review Application 3. Project Narrative. 4. Powers Pointe Preliminary Plat. 5. Site Plan Sheet Al dated Received September 16, 2013. 6. Partial Floor Plan Sheets A2.1 and A2.2 dated Received September 16, 2013. 7. Building Elevations Sheet A3 dated Received October 4, 2013. 8. Building Rendering of Partial South Elevation dated Received October 4, 2013. 9. Landscaping Plan Sheet Ll dated Received September 16, 2013. 10. Site Lighting Plan Sheet L2 dated Received September 16, 2013. 11. Civil Plans dated Received September 16, 2013 (12 sheets). 12. Public Hearing Notice Affidavit of Mailing. gAp1an12013 planning cases12013-20 powers point6staff report pcAoc Meuwissen, Kim From: Fauske, Alyson Sent: Monday, September 16, 2013 9:48 AM To: Aanenson, Kate Cc: Oehme, Paul; Meuwissen, Kim; Jeffery, Terry; Steckling, Jean Subject: United Properties Hi Kate, We need to process a "Development Contract for Grading Purposes" in conjunction with the preliminary plat since they want to grade before final plat approval. I spoke to Roger about it this morning and he prefers the DC versus an IUP in this instance. Thanks, Alyson From:Brown & Brown, P.C. 970 241 1144 12115l2011 15:58 #912 P.0031003 STATEMENT OF AUTHORITY The undersigned, Florence L. Pauls, a Co -Trustee of Pauls Family Trust, states as follows: 1. The name of the entity is Pauls Family Trust. 2. The entity is a trust formed under the laws of the state of Colorado. 3. The mailing address for the entity is: 7676 Highway 145, Telluride, Colorado 81435 4. The names and positions of the individuals authorized to execute instruments conveying, encumbering, or otherwise affecting title to real property and personal property on behalf of the entity are Florence L. Pauls, Glenn D. Pauls and Terri Pauls, Co -Trustees. Said Co -Trustees may act jointly or independent of one another. This Statement of Authority is intended to comply with the provisions of C.R.S. 38- 30-108.5 and C.R.S. 38-30-172. Upon recording, this Statement of Authority shall constitute prima facie evidence of the facts recited in this Statement of Authority insofar as the facts affect title to real property and personal property and prima facie evidence of the authority of the individuals executing this Statement of Authority to execute and record this Statement of Authority on behalf of the entity. Dated: 12 j 5 20 (( 2011. Florence L. Pauls, Co -Trustee of Pauls Family Trust STATE OF COLORADO ) COLTNTYOF/%loythot� ) foregoing instrument was acknowledged before me this day of Uet 0m�e� , 2011, by Florence L. Pauls, Co-TrustcOPPublie�_ F ily T Witness my hand and official seal. My commission expires: -�_2 t(—� 2 No tICOTT SIRAND rbtcry Rtbllc Vats or Colorotlo SCANNED CITY OF CHANHASSEN RECEIVED SEP 16 2013 PURCHASE AND SALE AGREEMENT CHANHASSEN PLANNING DEPT (Vacant Land, Chanhassen, Minnesota) THIS PURCHASE AND SALE AGREEMENT ("Agreement") is entered into on July 2013 (the "Effective Date"), by and between GLENN PAULS, AS TRUSTEE OF THE PAULS FAMILY TRUST U/D August 20, 2008 ("Seller") and UNITED PROPERTIES INVESTMENT LLC, a Minnesota limited liability company and/or its Permitted Assign ("Buyer"). RECITALS A. Seller is the owner of certain land consisting of approximately 16.94 acres located near the northwest comer of Powers Boulevard and Lake Drive West in Chanhassen, Minnesota, together with any and all easements, appurtenances, hereditaments and improvements thereto, legally described as Outlot F, Chanhassen Lakes Business Park, Carver County, Minnesota and using property ID 4 251900370 (the "Property"). B. Seller desires to sell the Property to Buyer, and Buyer desires to purchase the Property from Seller, on and subject to the terms and conditions of this Agreement. AGREEMENT 1. Purchase and Sale. Seller agrees to sell the Property to Buyer, and Buyer agrees to purchase the Property from Seller, in accordance with the terms and conditions set forth in this Agreement. 2. Purchase Price. The total purchase price to be paid by Buyer to Seller for the purchase of the Property (the "Purchase Price") shall be The Purchase Price shall be payable as follows: 2.1 Deposit. Within two (2) business days after the Effective Date, Buyer shall deliver an earnest money deposit of Twenty -Five Thousand Dollars ($25,000.00) (the "Deposit") to First American Title insurance Company, 1900 McGladrey Building West, 801 Nicollet Mall, Minneapolis, MN 55402 ("Title Company") to be held in escrow and disbursed by Title Company in accordance with the terms of this Agreement. The terms and conditions set forth in this Agreement shall constitute both the agreement between Buyer and Seller and joint escrow instructions for Title Company. The parties agree that the Deposit made by the Buyer pursuant to this Section 2.1, shall be held in escrow by Title Company in an interest bearing account as approved by Buyer (the "Escrow Account"), and the interest earned thereon shall become part of the Deposit. Upon the disposition of the Deposit under this subparagraph, or as otherwise provided in this Agreement, the Seller and the Buyer agree that the Title Company shall thereupon be relieved of any further responsibility with respect to the Deposit. The Seller and the Buyer acknowledge and agree that the Title Company shall have absolutely no liability in connection with the Deposit except upon breach of this Agreement by Title Company or for gross negligence or willful misconduct or misappropriation. 2.2 Balance of Purchase Price. The balance of the Purchase Price (less the Deposit, and subject to the prorations set forth in Section 8 below) shall be paid at Closing (as defined below). 3. Seller's Deliveries. Within five (5) days after the Effective Date, Seller shall deliver to Buyer any and all documents in Seller's possession or control related to the ownership, operation or use of the Property ("collectively, "Seller's Deliveries"), including without limitation, copies of: SCANNED (a) All topographical surveys of the Property, including the most recent copy of an ALTA survey, if any; (b) Any existing title policies or title commitments relating to the Property; (c) Any environmental studies or reports relating to the Property, including the most recent Phase I or Phase II environmental site assessment, if any, and any disclosure letters or determinations by the MPCA, if any; (d) Any covenants or restrictions or leases or contracts relating to the Property; (e) All documents related to the physical condition of the property, including records related to utilities or soil tests, if any; and (f) Any records, plans or government approvals regarding the development of, or improvements planned for the Property. 4. Title. On tire Closing Date, Seller shall convey to Buyer, good and marketable title by a duly executed Trustee's Deed (the "Deed"), subject only to the "Permitted Exceptions" (as defined below). Title examination will be conducted as follows: 4.1 Title Evidence. After the Effective Date, Buyer shall order the following (collectively, the "Title Evidence"): (a) Title Insurance Commitment. At Seller's expense, a commitment for an ALTA Owner's policy of title insurance for the Property from the Title Company (the "Commitment"). The Property is Torrens Property with a Certificate No. 34256. (b) Exception Documents. Complete copies of all documents or instruments which are listed in the Commitment as affecting the Property (the "Exception Documents"). (c) ALTA Survey. At Seller's expense, an ALTA survey of the Property (the "Survey"). 4.2 Buyer's Title Review. Buyer shall have twenty days (20) days from that date when Buyer has received the last of the Title Evidence to submit to Seller any written objections to the condition of title or Survey ("Buyer's Notice"). Any objections not made within said twenty (20) day period shall be deemed to be waived by Buyer and shall be Permitted Exceptions. Any liens, easements, restrictions, conditions, covenants, and other matters affecting title to the Property which are created and which may appear of record after the date of the Commitment but before the Closing Date (hereinafter "Intervening Liens"), shall also be subject to Buyer's approval, except such Intervening Liens which are created by or through Buyer. Buyer shall have ten (10) days after receipt of notice in writing of any Intervening Lien, together with a description thereof and a copy of the instrument creating or evidencing tire Intervening Lien, to submit written objections thereto, or be deemed to have accepted that matter as a Permitted Exception in the manner set forth above. 4.3 Cure by Seller. Seller shall be allowed thirty (30) days after Seller's receipt of Buyer's Notice to cure Buyer's objections, and Seller shall use commercially reasonable efforts to do so. Pending such cure, the Closing shall he postponed to the extent necessary to accommodate such time period; provided however, Seller shall not be allowed any additional time beyond the originally scheduled Closing Date to discharge or satisfy any mortgage, judgment or other monetary lien. Upon such cure, the Closing shall be held on the later of (a) the Closing Date, and (b) the first business day occurring ten (10) days after the date such cure is completed. If such cure is not completed within said thirty (30) day period, Buyer shall have the option to do any of the following: (a) Terminate this Agreement by written notice to Seller and receive an immediate refund of the Deposit; (b) Waive any defect in title and, in such event, proceed to close the transaction contemplated by this Agreement. Notwithstanding anythingto the contrary contained in this Agreement, Seller shall satisfy, release or cure at Closing any encumbrance or lien of a liquidated amount that is a result of Seller's actions such as mortgages, mechanic's liens, utility liens and tax liens. The title exceptions which are waived or deemed waived by Buyer in accordance with this Section 4, and any other exceptions approved by Buyer in writing are referred to collectively as the "Permitted Exceptions". 5. Due Diligence & Right of Entry, 5.1 Right of Entry. As of the Effective Date , Seller shall allow Buyer, and Buyer's contractors, employees and agents, reasonable access to the Property, for the purpose of Buyer's investigating the same and the physical condition thereof, including, without limitation, topographic and soil conditions, test pits, soil borings, market and engineering studies, feasibility studies, environmental investigations and such other tests, studies or investigation with respect to the Property reasonably desired by Buyer. Buyer shall immediately repair any damage to the Property caused by such inspections and studies and shall indemnify and (told Seller harmless from any direct costs arising from Buyer's entry upon the Property for the foregoing inspection, testing and related purposes. The foregoing indemnification shall survive the Closing or any termination of this Agreement. These obligations of Buyer shall not be construed to require Buyer to perform any removal or remediation of any hazardous substances revealed by Buyer's actions. 5.2 Due Diligence Period. The "Due Diligence Period" shall be from the Effective Date through the date that is the later of one hundred twenty (120) days after: (a) the Effective Date; or (b) the date of Seller's delivery to Buyer of the last of Seller's Deliveries. Buyer and Seller shall reasonably cooperate to determine the date of delivery of Seller's Deliveries and confirm the date of the expiration of the Due Diligence Period. Buyer shall have the right to terminate this Agreement by written notice to Seller, at any time prior to the expiration of the Due Diligence Period, if Buyer determines (in Buyer's sole discretion) that either (i) the Property is not suitable for Buyer's intended purposes or (ii) Buyer is unable to obtain all of the necessary consents, authorizations and licenses under Section 6.1 (a) below or (iii) that Buyer is not satisfied with the condition of the Property and the results of all inspections and testing of the Property, including, but not limited to all soil tests, well tests, engineering inspections, wetland and environmental assessments, or (iv) that Buyer is not satisfied with Seller's Deliveries and any other documentation and information concerning the Property. To be effective, Buyer must deliver a written notice of its election to terminate this Agreement to Seller within one business day following the last day of the Due Diligence Period, in which event Buyer shall receive an immediate refund ofthe Deposit. If Buyer has not delivered a written termination notice to Seller within one business day after the last day of the Due Diligence Period, Buyer shall be deemed to have waived its right to terminate this Agreement under this Section 5.1 Upon termination of this Agreement by either party pursuant to a right in this Agreement (except not in the event of termination as a result of Seller's default) and at Seller's request, Buyer shall deliver to Seller copies of all due diligence materials for the Property which Buyer has access to or are in Buyer's possession or control at no cost to Seller, but without representation or warranty by Buyer as to the accuracy or completeness thereof. 6. Closing Conditions. The obligation of Seller and Buyer to close the transaction contemplated hereby is conditioned upon fulfillment of each of the following: 6.1 Buyer's Obligation. Buyer's obligation to purchase and pay for the Property is subject to the satisfaction of the following conditions: (a) On or before the end of the Due Diligence Period, Buyer shall have received all necessary consents, authorizations and licenses necessary to conduct its proposed business, or development from the Property, including without limitation, any zoning related consents or endorsements and conditional use permits required by the City of Chanhassen, if needed and plat approvals, all of which consents, authorizations and licenses must be satisfactory to Buyer in its sole and absolute discretion. (b) Seller shall have performed or complied in all material respects with all obligations and covenants required by this Agreement to be performed or complied with by Seller by the time of the Closing. (c) The representations and warranties of Seller made in this Agreement shall be true and correct as of the Closing Date. Section 3 above. (d) Seller shall have delivered to Buyer Seller's Deliveries as provided for in (e) Seller shall have delivered to Buyer Seller's Closing Documents as provided for in Section 7.1 below. (i) On the Closing Date, Buyer shall have received an owner's policy of title insurance in form and substance acceptable to Buyer. (g) On the Closing Date, the Property will be in substantially similar condition as it is on the date of this Agreement. 6.2 Seller's Obligation. The obligation of Seller to sell and deliver the Property to Buyer is subject to the satisfaction of the following conditions: (a) Buyer shall have performed or complied in all material respects with all obligations and covenants required by this Agreement to be performed or complied with by Buyer by the time of the Closing. (b) Buyer shall have delivered to Seller Buyer's Closing Documents as provided for in Section 7.2 below. 7. Closing. The closing of the purchase and sale contemplated by this Agreement (the "Closing") shall occur on a date that is fifteen (15) business days after expiration of the Due Diligence Period or such date as otherwise mutually agreed upon between the parties, but not later than December 31, 2013. Any reference in this Agreement to the "Closing Date" shall mean the actual date of Closing as described in this Section. The Closing shall take place at the offices of the Title Company (and may be an escrow closing). 7.1 Seller's Closing Documents. On the Closing Date, Seller shall execute and/or deliver to Buyer the following documents in form and substance acceptable to Buyer (collectively, the "Seller's Closing Documen& ): (a) The Deed conveying the Property to Buyer subject only to the Permitted Exceptions. (b) A Certificate of Trust and Affidavit of Trustee. (c) An affidavit of title duly executed by Seller indicating that on the Closing Date there are no outstanding unsatisfied judgments, tax liens or bankruptcies against or involving Seller or the Property; that there has been no skill, labor or material furnished to the Property for which payment has not been made or for which mechanics' liens could be filed; and that there are no other unrecorded interests in the Property (including leases), together with whatever standard owner's affidavit and/or indemnity (ALTA Form) which may be required by the Title Company to issue an owner's title policy free of the "standard exceptions". (d) A non -foreign affidavit, properly executed and in recordable form, containing such information as is required by IRC Section 1445(b)(2) and its regulations. (a) All other documents reasonably determined by the Title Company to be necessary to transfer the Property to Buyer free and clear of all liens, charges and encumbrances, except only for the Permitted Exceptions. (1) A closing statement. 7.2. Buyer's Closing Documents. On the Closing Date, Buyer will execute and/or deliver to Seller the following (collectively, the `Buyer's Closing Documents"): (a) The Purchase Price (less the Deposit and adjusted for any proration provided for in this Agreement). (b) A certificate of real estate value. (c) A closing statement. 8. Prorations & Closing Costs. 8.1 Prorations. Real estate taxes applicable to the Property due and payable in the year of Closing shall be prorated between Seller and Buyer on a daily basis as of the Closing Date, with Seller paying those allocable to the period prior to the Closing Date and Buyer being responsible for those allocable subsequent thereto. At Buyer's election, Seller will (i) terminate all existing utility accounts, if any, as of the Closing Date; or (ii) transfer all existing accounts into the name of Buyer commencing on the Closing Date (provided such utilities have been paid in full as of the Closing Date). At or prior to Closing Seller shall pay off all levied, pending or deferred special assessments (and all green acre taxes, if any) as of the Closing Date. 8.2 Closing Costs. Seller shall pay for the cost of the Title Commitment, Survey and any costs for recording documents placing marketable title in the name of Seller and the state deed tax. Buyer shall pay all mortgage registry tax, if any, and the cost of recording the Deed, and the cost of the title insurance premiums and any desired endorsements. Buyer and Seller shall equally divide the cost of any closing or escrow fees. 9. Representations, Warranties and Covenants. 9.1 By Seller. Seller represents, warrants and covenants to Buyer, as of the Effective Date and as of the Closing Date, the following: (a) Seller, as Trustee, has all requisite legal power, right and authority to enter into this Agreement and all instruments and documents referenced herein, and to consummate the transactions as set forth herein, and no approvals or consents, written or otherwise, are required of any third parties in order for Seller to take any such actions. (b) The individuals executing this Agreement, and all instruments and documents required to be executed by Seller hereunder, have the legal power, right and actual authority to bind Seller to the terms and conditions thereof, and this Agreement and all such instruments and documents are and shall be the legal valid and binding obligations of Seller, enforceable against Seller in accordance with their terms. (c) No order, consent, approval, license, authorization or validation of, or filing, recording or registration with, or exemption by, any governmental or public body or authority, or any other entity, is required on the part of Seller to authorize, or is required in connection with, the execution, delivery and performance of, or the legality, validity, binding effect or enforceability of, this Agreement. (d) There are no actions, suits or proceedings pending or threatened against or affecting Seller, the Property or any of Seller's other properties, before any court or arbitrator, or any governmental department, board, agency or other instrumentality which (a) challenges the legality, validity or enforceability of this Agreement, or (b) if determined adversely to Seller, would have a material adverse effect on the Property or the ability of Seller to perform its obligations under this Agreement. (e) There are no wells or sewage treatment systems located on any portion of the Property. To Seller's knowledge, there has been no methamphetamine production on or about any portion of the Property. There is no "individual sewage treatment system" (as defined in Minnesota Statutes § 115.55, Solid. 1(g)) located on the Property. To Seller's best knowledge, there are no underground or above ground storage tanks of any size or type at the Property. (f) To the best of Seller's knowledge, (i) no condition exists on the Property that may support a claim or cause of action under any Environmental Law, (ii) there are no Hazardous Substances on the Property, (iii) there has been no release, spill, leak or other contamination or otherwise onto the Property, and (iv) there are no restrictions, clean ups or remediation plans regarding the Property. For the purposes of this Agreement, "Hazardous Substances" shall include, without limitation, polychlorinated biphenyls, petroleum, including crude oil or any fraction thereof, petroleum products, heating oil, natural gas, natural gas liquids, liquefied natural gas or synthetic gas usable for fuel, and shall include, without limitation, substances defined as "hazardous substances", "toxic substances", "hazardous waste", "pollutants or contaminants" or similar substances under any Environmental Law. "Environmental Law" shall mean (a) the Comprehensive Environmental Response Compensation and Liability Act of 1980, 42 U.S.C. § 9601-9657, as amended, or any similar state law or local ordinance, (b) the Resource Conservation and Recovery Act of 1976, 42 U.S.C. § 9601, et seq., (c) the Federal Water Pollution Control Act, 33 U.S.C. § 1251 et seq., (d) the Clean Air Act, 42 U.S.C. § 7401, et seq., (e) the Clean Water Act, 33 U.S.C. § 1251 et seq., (f) the Toxic Substances Control Act, 15 U.S.C. § 2601 et seq., (g) the Safe Drinking Water Act, 42 U.S.C. § 300(f) et seq., (h) any law or regulation governing rl aboveground or underground storage tanks, (i) any other federal, state, county, municipal, local or other statute, law, ordinance or regulation, including, without limitation, the Minnesota Environmental Response and Liability Act, Minn. Stat. § 115B.01, et seq., Q) all rules or regulations promulgated under any of the foregoing, and (k) any amendments of the foregoing. (g) The Property is vacant and unoccupied, has never been developed or used as a dumping ground and is not subject to any tenancies. (h) To the best of Seller's knowledge, there are no pending or threatened governmental proceedings in eminent domain or for rezoning affecting any portion of the Property. Seller has received no written notice of threatened or pending special assessments or reassessments of the Property. (i) Seller has not entered into any other contract for the sale of the Property and there are, and will be as of the Closing Date, no rights of first refusal or options to purchase the Property. Q) The Pauls Family Trust U!D August 20, 2008 contains a power of sale and no approval by the Carver County District Court or any other court is required in order for Seller to effectively convey the Property to Buyer by the Deed. (k) All labor and materials which have been or will be furnished to the Property by or at the direction of Seller have been filly paid for or will be fully paid for prior to the Closing so that no lien for labor or materials rendered can be asserted against the Property. p) There will be no leases or possessory rights in favor of any person, service or maintenance contracts, equipment leases or other contracts affecting the Property as of the Closing. im rr e t r P•^perEy:- The Property constitutes a legally subdivided parcel and is a separate tax parcel. (m) Sel ler shall not perform or authorize any activities that change the physical characteristics of the Property from its existing state as of the date of the Effective Date. Seller shall not perform or authorize any removal or alteration of any buildings, structures, improvements, trees or vegetation at the Property and shall not perform or authorize any excavation or earth moving after the Effective Date. The foregoing representations and warranties are made to the best knowledge of Seller, which Buyer shall be entitled to rely on. Buyer is purchasing the Property in as -is condition with no further representations or warranties other than those stated above. Consummation of this Agreement by Buyer with knowledge of any breach by Seller of any representation and warranty shall not constitute a waiver or release by Buyer of any claims arising out of or in connection with such breach. The foregoing representations and warranties shall survive termination of this Agreement for a period of one(]) year from the Closing Date. 9.2 By Buyer. Buyer represents, warrants and covenants to Seller, as of the Effective Date and as of the Closing Date, the following: (a) Buyer is limited liability company, duly organized, existing and in good standing under the laws of the State of Minnesota and this Agreement and all documents and acts contemplated hereby are duly authorized by all requisite action of Buyer. (b) Buyer has all requisite legal power, right and authority to enter into this Agreement and all instruments and documents referenced herein, and to consummate the transactions as set forth herein, and no approvals or consents, written or otherwise, are required of any third parties in order for Buyer to take any such actions. (c) The individual executing this Agreement, and all instruments and documents required to be executed by Buyer hereunder, has the legal power, right and actual authority to bind Buyer to the terms and conditions thereof, and this Agreement and all such instruments and documents are and shall be the legal valid and binding obligations of Buyer, enforceable against Buyer in accordance with their terms. Seller may rely on the foregoing representations and warranties regardless of any investigation or inquiry made by, or any knowledge of, Seller. Consummation of this Agreement by Seller with knowledge of any breach by Buyer of any representation and warranty shall not constitute a waiver or release by Seller of any claims arising out of or in connection with such breach. The foregoing representations and warranties shall survive termination of this Agreement. 10. Assignment. Buyer shall not transfer or assign this Agreement without the prior written consent of Seller, which consent shall not be unreasonably withheld or delayed by Seller. Notwithstanding the foregoing, Buyer may, without the consent of Seller, transfer or assign this Agreement to any entity which either controls, is controlled by or is under common control with Buyer, with "control" meaning the power to direct the management and policies, directly or indirectly, through the ownership of voting capital stock or other ownership interest ("Permitted Assign"). Notwithstanding any assignment or transfer, Buyer shall remain liable for all obligations and indemnities of the "Buyer" under this Agreement. 11. Brokers. Buyer and Seller represent and warrant to each other that they have not dealt with any real estate brokers or agents in connection with this transaction other than Copperwood Investments LLC ("Seller's Broker") or Cushman & Wakefield/NorthMarq Real Estate Services ("Buyer's Broker"). At Closing, Seller shall pay brokerage fee of six percent (6%) of the Purchase Price which shall be split equally between the Brokers. Each party agrees to indemnify and hold the other harmless against any claims, damages or costs for brokerage fees or commissions resulting from a breach of the foregoing warranty. 12. Default. If either party shall default in any of their respective obligations under this Agreement, the other party, by notice to such defaulting party specifying the nature of the default and the date on which this Agreement shall terminate (which date shall be not less than thirty (30) days after the giving of such notice), may terminate this Agreement, and upon such date, unless the default so specified shall have been cured, this Agreement shall terminate. The parties specifically agree that the thirty (30) day notice to be provided by Seller to Buyer under Minnesota Statute §559.21 shall satisfy the thirty (30) day notice requirement of this Section 12. In the case of any default by Buyer, Seller's sole and exclusive remedy shall be termination of this Agreement as provided above and, upon any such termination, the Deposit shall be forfeited to Seller as agreed and final liquidated damages. In the case of any default by Seller, upon termination of this Agreement, the Deposit shall be immediately returned to Buyer. Buyeralso shall have the right to specifically enforce this Agreement or pursue any other remedies provided at law or in equity. 13. Condemnation. If prior to Closing eminent domain proceedings are commenced against any portion of the Property, Seller shall immediately give notice thereof to Buyer, and Buyer at its option (to be exercised within thirty (30) days after Seller's notice) may either (a) terminate this Agreement and obtain the return of the Deposit, or (b) proceed to Closing and receive at Closing either a credit against the Purchase Price in the amount of the award, in the case of a completed eminent domain proceeding, or an assignment of all rights in eminent domain, in the case of a pending eminent domain proceeding. Prior to Closing, Seller shall not designate counsel, appear in, or otherwise act with respect to any eminent domain proceedings, or commence any repair or restoration resulting therefrom, without the consent of Buyer. 14. Attorneys' Fees. The prevailing party in any action or proceeding to enforce or interpret, or otherwise arising out of or relating to, this Agreement or any provision hereof (including, but not limited to, any arbitration, trial, administrative hearing, bankruptcy or appeal) shall be entitled to recover from the other party all of its costs and expenses, including but not limited to reasonable attorneys' fees and experts' fees. 15. Notices. All notices and other communications under this Agreement shall be in writing and shall be deemed duly given: (a) when delivered if personally delivered to the recipient; (b) on the first business day following delivery to an overnight delivery service; or (c) on the earlier of actual receipt or three (3) days following deposit in United States registered or certified mail, postage prepaid and return receipt requested, addressed to the parties as set forth below; or (d) upon receipt by email transmission as evidenced by email records, if followed by regular mail or delivery by one of the other means, which delivery by such other means shall not be subject to timing deadlines. Any party may change its address for notices by giving written notice to the other parry in the manner set forth above. If to Seller: Glenn Pauls, as Trustee of the Pauls Family Trust 7676 Highway 145 Telluride, CO 81435-4100 Attn: Glenn Pauls rlioauls(r�earthlink net 970-728-3540 With a copy to: Barra, Guzy & Steffen, Ltd. 200 Coon Rapids Boulevard, Suite 400 Coon Rapids, MN 55433 Attn: Jeffrey S. Johnson i iohnsonCbes.com 763-783-5120 If to Buyer: United Properties Investment LLC 3500 American Blvd W. Suite 200 Bloomington, MN 55431 Attn: Brandon Champeau behampeau@uproperties.com (952)837-8653 With a copy to: Fafinski Mark & Johnson, P.A. Attn: Gregory P. Brenny. 775 Prairie Center Drive, Suite 400 Eden Prairie, Minnesota 55344 gvep brennvltfm i law.com (952)995-9500 0 16. Like -Kind Exchange. Either parry reserves the right to make the transaction a part of a tax -deferred exchange under Section 1031 of the Internal Revenue Code. In such event, the non -requesting party shall cooperate with requesting party to effectuate the tax -deferred exchange, provided that the non -requesting party shall have no responsibility for the tax treatment given to the requesting party for this transaction and that the non -requesting party shall have no obligation to incur any expense, liability or cost in connection with such exchange transaction. 17. General Provisions. 17.1 Successors. This Agreement shall be binding upon and shall inure to the benefit of the parties and their respective heirs, successors, representatives and assigns. 17.2 Entire Agreement. This Agreement, including all recitals, exhibits and schedules hereto, constitutes the entire agreement between the parties with respect to the subject matter hereof and supersedes any and all prior or contemporaneous understandings, negotiations, representations, promises and agreements, oral or written, by or between the parties, with respect to the subject matter hereof. No representations, inducements, promises, or agreements have been made in connection with this Agreement by any party, or anyone acting on behalf of any party, other than those expressly set forth in this Agreement. This Agreement may be amended, modified or supplemented only by a writing signed by all parties. The recitals set forth above and all attached exhibits are incorporated by this reference as part of this Agreement. 17.3 Severability. If any term or provision of this Agreement is ever determined to be invalid or unenforceable for any reason, such term or provision shall be severed from this Agreement without affecting the validity or enforceability of the remainder of this Agreement. 17.4 Counterparts. This Agreement may be executed in counterparts, each of which shall be deemed an original and all of which together shall constitute one and the same instrument. 17.5 No Joint Venture. This Agreement shall not be deemed under any circumstances to create any joint venture or partnership between Buyer and Seller or to render Buyer and Seller joint venturers or partners. 17.6 No Third Party Beneficiaries. This Agreement, and each provision hereof, is intended solely for the mutual benefit of Buyer and Seller and their respective successors and assigns, and is not intended for the benefit of any third party. No third party has or shall acquire any rights under this Agreement and no third party shall be entitled to rely upon or enforce this Agreement or any provision thereof. 17.7 Interpretation. Section headings in this Agreement are for convenience of reference only and shall not affect the meaning or interpretation of any provision of this Agreement. The parties havejointly participated in the negotiation and drafting of this Agreement, and this Agreement shall be construed fairly and equally as to the parties, without regard to any rules of construction relating to the party who drafted a particular provision of this Agreement. 17.8 Waiver. No waiver of any provision of this Agreement shall be binding unless executed in writing by the party making the waiver. No waiver of any provision of this Agreement shall be deemed to constitute a waiver of any other provision, whether or not similar, nor shall any waiver constitute a continuing waiver unless the written waiver so specifies. 10 17.9 Time. Time is of the essence of this Agreement. All references in this Agreement to "days" shall mean calendar days unless expressly referred to as "business days." If the day for performance of any obligation under this Agreement is a Saturday, Sunday or legal holiday, then the time for performance of that obligation shall be extended to the first following day that is not a Saturday, Sunday or legal holiday. 17.10 Governing Law. This Agreement shall be governed by and construed in accordance with the laws of the State of Minnesota. 17.11 Survival. All of the terms of this Agreement, including, without limitation, the representations and warranties contained herein, shall survive and be enforceable for a period of six (6) months after the Closing and delivery of the deed. 17.12 Confidentiality. Seller and Buyer agree to keep all financial terms and conditions of this Agreement confidential. Seller and Buyer shall not disclose this information without prior written consent of the other party, except to the extent such disclosure is required by law, court order, provided to governmental authority for the development of the Property or is provided to third parties providing services for the development of the Property, such as architects, engineers, contractors, developers, attorneys, surveyors, brokers, title companies, lenders, accountants and consultants. [.Signature Pages Fallow] 11 SIGNATURE PAGE TO PURCHASE AGREEMENT BETWEEN GLENN PAULS, AS TRUSTEE OF THE PAULS FAMILY TRUST U/D AUGUST 20, 2008 AND UNITED PROPERTIES INVESTMENT LLC IN WITNESS WHEREOF, Seller has executed this Agreement, effective as of the Effective Date. SELLER: GLENN PAULS, AS TRUSTEE OF THE PAULS FAMILY TRUST U/D AUGUST 20, 2008 By: Name: Glenn Pauls Its: Trustee SIGNATURE PAGE TO PURCHASE AGREEMENT BETWEEN GLENN PAULS, AS TRUSTEE OF THE PAULS FAMILY TRUST U/D AUGUST 20, 2008 AND UNITED PROPERTIES INVESTMENT LLC IN WITNESS WHEREOF, Buyer has executed this Agreement, effective as of the Effective Date. BUYER: UNITED PROPERTIES INVESTMENT LLC Name: //i// /IgT�Pi Its: �Vip SIGNATURE PAGE TO PURCHASE AGREEMENT BETWEEN GLENN PAULS, AS TRUSTEE OF THE PAULS FAMILY TRUST U/D AUGUST 20, 2008 AND UNITED PROPERTIES INVESTMENT LLC IN WITNESS WHEREOF, Title Company has accepted the escrow terms for the Deposit and has executed this Agreement, effective as of the Effective Date. TITLE COMPANY: FIRST AMERICAN TITLE INSURANCE COMPANY La MEMORANDUM TO: Kate Aanenson, Director, Community Developement Department FROM: Jerritt Mohn, Building Official DATE: September 19, 2013 SUBJ: Site Plan review for a 140,800 square -foot office/warehouse building (16.94 acres of property zoned Industrial Office Park (IOP) and located west of Powers Boulevard, south of the Twin Cities & Western railroad tracks, and east and north of Riley Creek (Outlot F, Chanhassen Lakes Business Park). Planning Case: 2013.20 I have reviewed the plans for the above project received by the Planning Department on September 16, 2013. Following are my comments, which should be included as conditions of approval. 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. GAPI.AM2013 Planning Cases12013-20 Powers Pointe\bui1dingofficia1wmments.doc CHANHASSEN PLANNING COMMISSION REGULAR MEETING OCTOBER 15, 2013 Chairman Aller eatted the meeting to order at 7:00 p.m. MEMBERS PRESENT: Andrew Aller, Mark Undestad, Kim Tennyson, Lisa Hokkanen, Stephen Withrow, and Steven Weick MEMBERS ABSENT: Maryam Yusuf STAFF PRESENT: Kate Aanenson, Community Development Director; and Alyson Fauske, Assistant City Engineer PUBLIC HEARING: POWERS POINTE, PLANNING CASE 2013-20: REOUEST FOR PRELIMINARY PLAT REVIEW OF 16.94 ACRES OF PROPERTY ZONED INDUSTRIAL OFFICE PARK (IOP) AND LOCATED WEST OF POWERS BOULEVARD, SOUTH OF THE TWIN CITIES & WESTERN RAILROAD TRACKS, AND EAST AND NORTH OF RILEY CREEK (OUTLOT F. CHANHASSEN LAKES BUSINESS PARK): AND SITE PLAN REVIEW FOR A 140,800 SQUARE FOOT OFFICE/WAREHOUSE BUILDING. APPLICANT: UNITED PROPERTIES. OWNER: PAUL'S FAMILY TRUST. Aanenson: Thank you Chair, members of the Planning Commission. As you indicated this is a request for two action items. Site plan review and for a subdivision. This subject property is located on 8100 Powers Boulevard and just south of the railroad tracks. East of Powers. Excuse me, west of Powers and the property is surrounding, here I'll show you on the plat is also owned by the City so their parcel, this is where the creek runs through and give you a little more detail on that but so it's just south of the railroad tracks there. So the fast action request then would be for the subdivision. This property is actually part of Chanhassen Lakes Business Park which was platted in 1979 so this lot's been around for a while as an outlot so now it's being platted and the plat actually includes three lots. The lot that the use will go on, Lot 1 is almost 12 1/2 acres. Outlot A will be a preservation area dedicated to the City and then Outlot B will be a future well site to be determined later when that goes in. So within this, looking at the subdivision as I indicated, this property is owned by the City that was created, this lot was created as an outlot when the Chan Lakes Business Park so this is where the creek is within this outlot, why it was taken. So part of this property falls within the shoreland district. The building meets all the setbacks of the shoreland district but then just keeping in mind the impacts of development on here. On this piece of property and the proximity to the shoreland district. There's some specific conditions of that as we look forward and specifically some of the grading which we'll talk about in a minute. So for the wetlands one of the issues that was raised in the staff report is in, and one of the things the developer would like to do yet this fall is to get grading. There needs to be some soil removed off the top of this property and trucked off site so they can, they'd like to do that yet this fall so in order to accomplish that we're expediting this project to move forward to the City Council then on the 28`. But in this area here there's a wetland identified so some of the concerns we have is to make sure as we're grading that, originally we thought it didn't need to be identified but then as you look at the grading limits and the access point to the driveway we want to make sure that we're not impacting that wetland so there's conditions to apply to mitigate that. So the other wetlands of course are in along the creek which they're not being impacted at all because that again is in the city property so it's just this narrow piece right here along Powers Boulevard. So for grading as I mentioned there is quite a bit of grade change. In the original part of the staff report you can see that I mentioned the rise of the property is pretty significant for the elevation. When you're on Powers Boulevard looking up, the change in grade and then the property behind, which WANNEN Chanhassen Planning Commission — October 15, 2013 will be platted in an outlot, does give a lot of buffer because it is heavily wooded and then you have the road. The frontage road behind and the apartments so you really can't see across. There's also industrial on this side. This property is industrial. Guided industrial and zoned industrial so it meets all the standards for that. So the grading again, some parts of the property are 37% steep and that's this area in here which constitutes a bluff so one of the recommendations then is kind of a close up of this is, when you're grading that close in the proximity to the shoreland regs and the creek to make sure that that's being mitigated and not do a clear removal of all those trees so we'rejust asking the applicant then to look closer at making modifications in this area on the grading plan so again not to grade within that shoreland impact so we believe that can be modified to meet the intent. And then also providing the erosion control so. The other thing, because of the change in grades on the property, those retaining walls, did you want to talk about the heights of them Alyson, or I can do that. Fauske: There's a summary. Staff always like to make the Planning Commission and the public aware of any proposed retaining walls on the site. When we do that we just take a look at the maximum height. When they're over 4 feet tall they do require a building permit. They have to be an engineered wall. So on page 9 of the staff report we go through the approximate length and height of these. In particular wall 2, with discussions with the developer based on some of the feedback about the reducing the tree impact in the 37% slope as Kate had mentioned, we anticipate that wall will shift a little bit and will get a little bit higher to minimize those impacts but the challenge again with this site as Kate had mentioned is that there's a significant grade increase from the street up to the top of the site, and even with removing some of that they still do require some retaining walls in order to develop the site. One of the comments that we had from one of the discussions with staff is Outlot B being a future well site. The developer was wondering if he needed to do any additional work with that site and we're just going to leave that as is at this point. We won't be doing any grading or tree removal associated with developing the well site until that time comes so you know the City would be able to answer any of those questions at the time that that site's developed. Aanenson: Thank you. So as we mentioned, you know the site changes from Powers Boulevard 40 feet to the center and 50 feet from Lake Riley so it crowns on the top and as Alyson just mentioned, in order to accomplish that, to get to the finished floor elevation that they want, you know some grading and exporting of dirt needs to happen so as a part of this then they go through telling us where they're going to remove the dirt. Follow that grading plan and where it's going to be exported to so that's incorporated in this. On this plan too, I kind of glossed over it but I wanted to talk too, since we're on the retaining wall and the grading plan, is the access to this site. Challenging here because we talked about the change in grade. Rising up, trying to keep that. You have to be under the 10% on a driveway. Making that work so the other thing the applicant wanted to do is be able to have an access point, a right out only on the site. That's where the, on this side the building would be all of the bays for the trucks so that would give them a right out only. So they had to work with Carver County to get that permit and that's been secured I think, were there some minor changes on that Alyson that needed to occur? Fauske: The applicant has forwarded information to the County for them to review. The County has indicated in preliminary discussions that they are amenable to this access point. There are certain criteria, certainly a permit that the applicant is aware that they would have to get with the County as well as providing any financial securities necessary to ensure that everything's restored properly after the work's complete. Aanenson: So again we asked the architect to give us some perspectives from Powers Boulevard so again we talked about the change in grade. 40 feet from this side so what you'll be seeing from Powers Boulevard, have limited access. There is parapet on top of the building so you can't see the HVAC and because they're not sure exactly where all the splits are going to be in the building, they'll be put in the appropriate place, our concern was to make sure since we didn't know now, that that rooftop screening o+a,uos Chanhassen Planning Commission — October 15, 2013 would be covered and based on this elevation we believe it will be. As we move through the architecture, we'll talk about that in the landscaping. The one side of the building that has the most exposure. So this is the material samples. We did ask for a couple modifications on the building itself and that included some additional color on the upper portion of the building. Because of it's location you're really not going to see a lot of the, the most exposed site is actually the bay side. The material samples I went through in detail the architectural review of our architectural standards. I'm not going to go through all those now but this does meet that so if you look at the site plan this is where, this is facing the north side and that's where you've got the back side of IWCO Direct which is actually built into that slope where the railroad tracks. So the, but the parking lot's are on either side of that so they will have some view of the back of the building so because of the power lines, this site is challenging. There is a utility easement that runs along this side. Electrical. You've got the high tension power lines that also run along there. The railroad tracks and there's also a high pressure gas line through there so it's a challenging site. The applicant is going to provide underground stormwater management so it's a lot of moving parts. So this green area right here is what we're showing as, the city code allows for lower profile trees and shrubs and based on that, kind of that same sight line profile that was on the previous slide here, you can see that same sort of a profile here from the parking lot in the back so by placing those trees on that lower profile they will also provide screening for the back of the building so we believe that meets. The other thing that's in the staff report was the park and trail fees. We are going to take the park and trail fees based on what's enforced at today's dollars. If it gets platted next year that would be the 2014 dollar rate in force for the 16 acres. The other thing that the park director had recommended to the, that there be a sidewalk placed along this entrance to get down to the city trail for the workers there. So with that I'd be happy to answer any questions you would have but we are recommending approval and would be happy to answer any questions that you may have. Aller: Kate, there was a discussion in the report with regard to trees and the request that there be higher, some of the trees placed. Is that in that back section by the railroad? Aanenson: Some of those would be, there are specific trees that we have a species list from Xcel that we can use for underneath the power lines so there's two different places that we talk about trees. Two different areas. Well actually three. One was that we didn't want to grade into the bluff. Into that slope and, let me pull out that section quick. That we install a more columnar form of evergreen on the northeast side of the building and that the buffer yards needed to be beefed up so those are the other two areas. That's on the top of page 15. So it met the minimum but what where we wanted them is placed in different areas to provide better screening. Aller: Thank you. Does anybody else have any questions? Withrow: Yeah a question. You mentioned that there's exposure, more exposure to the building from the north. Aanenson: Correct. Withrow: In the review, what neighbors it to the north where that would be an issue? Aanenson: IWCO Direct. It's also an office industrial building. Withrow: Oh okay. Aanenson: Everything surrounding this property is office industrial, except for the apartments. Let me just go back here to the first slide really quick. Chanhassen Planning Commission — October 15, 2013 Withrow: I heard you say that but it didn't register, sorry Aanenson: Yep. So this is IWCO Direct right here. That building so you can see on either side they've got a parking lot here and a parking lot. The topography is such that we went back on these streets, you can't see anything there. On Powers Boulevard, the architect did send that sight line there with the trees. You won't see much, and that's the I would guess the most aesthetic side of the building. Where it's glass and most office part would be that portion of the building. And then you've got the City owned property right here with the creek going through and when you're on this road, or at these apartment buildings, you too cannot see anything there so the only place really you can see is if you're in the parking of IWCO Direct and that's what I'm saying, you're looking at the back at the loading docks. You have a change in grade with the railroad tracks and going up the slope. That's why we're saying there's opportunity there for a little bit lower profile and it still cuts your sight line to look at the back of the docks. Withrow: Thank you. And could you, what plans do you have or do you perceive for Outlot A? Aanenson: Outlot A would just be a conservation. Withrow: That's it? Aanenson: Yep. No development Withrow: Okay. Aanenson: It's too steep. It'd be tough to get to so by the, either through dedication, if they were to dedicate that or through preservation of that, no development on there. It does affect what the City would extract for fees because there's no development potential there so they're only being charged fees based on the development portion of the property which is the 16 acres. 16 plus acres. Ahight. Actually 12. Excuse me, 12.4. Excuse me. The 12.4 instead of the, taking the 4.2 off. Correct. Thank you. Withrow: And Outlot B, what about that one? Aanenson: Outlot B would be a City lot. That's not included in there either. The 3.4. That's a City potential future well site. Withrow: A well site Aanenson: A well site for city utilities, correct. Actually when we first met with the applicant we were looking at potentially another type of public facilities but the grading didn't work on that site. We're looking for the high zone properties to put some utilities on but that did not work. Withrow: Okay. Weick: Is the new exit, is that final? I mean has that been, or just proposed? Does the City have to approve that or? The exit. Aanenson: This one's in place. Are you talking about the driveway on the one? Aller: The one that's requested. The County... Aanenson: There we go. We'll let Alyson. Chanhassen Planning Commission — October 15, 2013 Fauske: Sure. During initial discussions, when the applicant first came into the City and indicated that from the site circulation standpoint they would like a northern access, we did direct them to talk to Carver County and they had some discussions with them. With the engineers over at Carver County and they had an agreement with the proposal that you see with you tonight. It has been shifted slightly to the south in order to avoid some utilities that are in place right now. There's a gas main valve and some other pertinent structures and so they will work with Carver County to get that access point. The permitting and such. The design of that was such that it would only allow for traffic exiting out of the site for a right turn only. So it would be configured so that you can't make a right turn into the site because the concern that Carver County had with that access point was sight distances and as the applicant had explained their position that this would be, that they would provide an acceleration lane, that this would be an exit point for their tractor trailer units. The County said okay, well that would be, you know if you're doing all these other improvements along with the driveway access, we would be amenable to that so. Aanenson: It's hard to see but there's a railroad bridge there so it's, it affects your sight line. Weick: Right. The only thing I was thinking of is coming, you're coming around a curve and then it comes downhill and if you're, even if you're accelerating a truck coming out of there, if they wanted to jump over to the left lane and make a U'y to go back to 5 right, and that's not your issue but. Fauske: Yeah. Aanenson: But it is. Fauske: One of the things that Carver County requested and the applicant has provided to them is the truck turning movements so that they can see and insure that this access that the tractor trailer units can stay within that lane and then gain some speed before they're merging in with the Powers traffic. Weick: Okay. Fauske: And as far as making a U turn, I don't think that Powers would be able, I don't think it's wide enough for. Weick: Oh for a truck to even be able to do it. Fauske: For an 18 wheeler to do a U turn. Weick: So it's not conceivable to. Aanenson: Somebody might go rogue. That's a good question. Fauske: Very good question. Weick: That's it. That's my question. Hokkanen: Good question. Undestad: Alyson, the storm drainage in here now, they're doing the underground vaults in there? The tanks. Fauske: Yes. Chanhassen Planning Commission — October 15, 2013 Aanenson: I have that on a map here. It's on this one right here. It's kind of hard to see with all the grading but it's, yeah. Fauske: There's two proposed. One at that location on the northeast side and then the second one on the south side right here and the reason that they're proposing this, as you can tell from the grading plan and visiting the site, it's not flat and to do ordinary or run of the mill ponding on the site would not be a good use of the site in this instance so the developer came forward with this proposed underground system. There's been discussions of using it for irrigation purposes. I don't know where they're at with that. You have to be careful with cross contamination if your irrigation system is connected to city water so there was, there is a desire to use that as well but the reason and the, the reason they're proposing this is because of the sensitivity of the site. The grades so the idea is to have the underground chambers to hold the water and then slowly release it and then, if you look. Oops, I'm sorry. Aanenson: That's alright, you can turn. Fauske: It outlets through here and we're working on some modifications of the storm sewer to come through here and this area would actually be a rain garden feature in order to try to absorb some of that runoff so they are looking at trying to take some of that water back into the groundwater table as much as possible. Aller: And with the speed that's built up from the runoff, that's going to be tricky as well. Fauske: Yes, it's a very steep slope but that's what we've been working with the applicant's engineer on is making sure that there's some energy dissipation there because of the grades. Aanenson: While we're on this page, Alyson maybe you could talk about, I did hand out for you some revisions to the sewer connection. Maybe Alyson can show you where that sewer connection is going to take place and then we would ask that you, if you recommend approval, that these be added as conditions. Fauske: The conditions that were handed to you were from an email that was sent over to the applicant and the applicant's engineer last week. The reason we're now looking at this, and it came out after the staff report is that, to back up the story a little bit. The sewer line that the applicant, that's available for the applicant is within the outlot. It's not shown here but it's in the City owned lot to the west and it's a Met Council line. The Metropolitan Council owns and maintains that line and when they, when the applicant's engineer approached them with making the sanitary sewer connection, the Met Council's response was, that's fine but because of the type of connection you are proposing it has to be publicly owned and so, because we were looking at, we're late in the season. We would like to work with the applicant to get this project. Hopefully if we get some final approvals here in the next couple of weeks, we came up with okay, well in order to get this as a publicly owned utility these are the additional, this is the additional information we need. I have some of these items already and I've talked to the applicant's engineer and expect to get the remainder of these items in the next couple of days. But essentially it's the sewer connection is approximately at this location and then connects to the Metropolitan Council's sewer line down at this location so that's what sparked the additional conditions of approval. Aller: Great. Anything based on that? Alright. Tbank you. At this time we'll have the applicant or developer step forward if they wish to do so and make a presentation. Anyone wishing to come forward? Brandon Champeau: I'm Brandon Champeau with United Properties. We would be the owner or developer and owner of this project. Don't really have much more to add. I think Kate did a very nice job on the presentation. It's been a challenging site. Probably one of the most challenging industrial 6 Chanhassen Planning Commission — October 15, 2013 project sites we've ever worked on. You typically won't have 15% coverage and you know underground stone tanks and things on a big industrial site but that's the reality of this and I hope that we've done everything we could to accommodate the City's request and still keep a site that we can market and I think that's the reason why we were able to stick through everything is just because this is a very good industrial market and a lot of expanding tenants here and we've got a lot of interest on the project so we're excited to get going. Aller: Great. I always ask because we're an advisory commission and as you said it's a work in progress and we're making recommendations. From what you've received and you said the report was well done, is there anything that you see in it that you may think could be problematic at this point so we can flush that out now and get working on it? Is there anything that you see that would be difficult for you to? Brandon Champeau: You know we're still pricing everything out. I mean my biggest concern right now is the underground tanks. We've got a very wide range of bids on that. I mean from $300,000 up to a million and that can obviously impact a project one way or the other so you know we've circled the lowest number and we're hoping that that's where we come in at but yeah, it's just you know, right now we're in the middle of getting everything priced and just making sure this is, that we're going to be able to make the numbers that we need to. You know we'll, anything that I could ask for tonight, and I couldn't say anything right now I mean but you know we're hopeful that we'll get there with the numbers. Aller: Thank you. Anybody have any other questions or any comments? Withrow: One question. How many tenants do you anticipate having? Brandon Champeau: We, we're very, we're actively in discussions with one tenant that would take about half the building and I think it would be a tenant that the City would very much like to have. They're a national tenant. Very large group. They're very interested. We're negotiating a proposal with them. If we get that tenant done I would say this is probably a three tenant building. If we don't, it's probably a 3 to 5. It could be anywhere from there but we've got a lot of interest in the 35,000 to 55,000 foot range so 3 tenants is very likely. Aller: Great, thank you. Anyone else? Alright, we'll open the public hearing portion of the meeting. Would anyone like to step forward, state a position either for or against the request? Seeing no one come forward, I will close the public hearing and we'll move onto commissioner comments. Hokkanen: I think it's a nice project. I'm losing my voice so, but I think it's a nice project. No, I think it will be good for the city. Undestad: Yeah I think it looks nice. Nice to get something going in. Alley: Yeah, from what I'm hearing and from what I'm seeing in the report it meets all the standards outlined in the regulations and zoning ordinance, which would then mean that the motion would be self evident. Does anyone defer to disagree? Okay. Any other comments? I'd entertain a motion. Undestad: I'll make the motion. Chanhassen Planning Commission recommends the City Council approve a preliminary plat of 16.94 acres into one lot and two outlots, Powers Pointe, site plan approval for the construction of 140,000 square foot office warehouse building and adoption of the attached Findings of Fact. Alter: And if I may, and the conditions in the email dated October 9"? Chanhassen Planning Commission - October 15, 2013 Undestad: Yes, we'll add the conditions 1 through 9 on Alyson's email dated October 9th. Aller: I have a motion. Do I have a second? Tennyson: I'll second. Aller: I have a motion and a second. Any discussion on the motion? Undestad moved, Tennyson seconded that the Planning Commission recommends the City Council approve a Preliminary Plat of 16.94 acres into one lot and two outlots (Powers Pointe); Site Plan Approval for construction of a 140,000 square -foot office/warehouse building as shown in plans dated received September 20, 2013 subject to the following conditions, and adoption of the attached Findings of Fact. Planning 1. The applicant shall enter into a site plan agreement. 2. The architecture shall be revised to match the plan dated October 4, 2013. 3. Recycling space shall be contained within the trash enclosure located on the north side of the building. 4. All signs including future business wall signs are required to obtain permits and meet city standards. Landscaping 1. The applicant shall install a total of 11 islands/peninsulas in the parking lot and 66 trees. 2. The applicant shall specify a columnar evergreen species for the northeast landscape peninsula. The applicant shall install the required bufferyard plantings along the north and east property lines. 4. The applicant shall correct the botanical name for Imperial honey locust in the plant schedule. Park 1. A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. 2. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval (2013 rate at $12,500 per acre). 12.40 x 12,500=$155,500 Building Chanhassen Planning Commission — October 15, 2013 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four feet high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. Enaineerina Outlots A and B shall be deeded to the City by Warranty Deed upon recording of the final plat. 2. The sight line and turning movement information for each access must be submitted to Carver County for review and approval prior to final plat consideration by the City Council. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. 4. The developer shall work with City staff to determine if the current streetlight locations provide adequate lighting at the proposed driveway intersections. If it is determined that the current lighting is insufficient, the developer shall work with the City to relocate the streetlights and shall pay for all costs associated with the streetlight relocation(s). 5. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. 6. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. 7. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. 8. Prior to installation of the private watermain the developer must obtain any necessary permissions to install the hydrant within the gas and electrical easement on the site. 9. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer. Chanhassen Planning Commission — October 15, 2013 10. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve runoff patterns and energy dissipation. These design changes must be completed prior to City Council consideration of the final plat. 11. The developer must provide catch basin spacing calculations to Carver County for review and, if necessary, provide additional catch basins prior to City Council consideration of the final plat. 12. Before the retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the gas and electrical easements. 13. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. 14. Temporary sediment basin(s) will be required during mass site grading. 15. Dewatering of temporary sediment basin(s) will require the use of a floating skimmer methodology. 16. Winter shutdown will require all exposed soils to be stabilized. If soils are frozen, the site shall be hydro mulched. If the site is snow covered the area will need to be frost seeded and have straw mulch blown atop the snow. This shall be included as a note in the erosion prevention and sediment control plan and within the Storm Water Pollution Prevention Plan (SWPPP). 17. The SWPPP and all pertinent plans shall be updated to reflect that Lake Susan is within one mile of the site, receives drainage from the site and is impaired for excess nutrients. 18. Appendix A of the General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the NPDES shall be incorporated into the Erosion Prevention and Sediment Control Plan, the Grading Plan, the SWPPP and the storm water management plan as well as anywhere else it applies. 19. Calculations shall be provided showing that one inch of runoff from the new impervious surface is retained on site either through infiltration and/or reuse from the underground storm sewer vaults. 20. Construction of the rain garden shall not occur until after the majority of the site is stabilized and at least the base course is installed in the paved areas. 21. The proposed rain garden area shall be protected from construction -related activities until such a time as it is ready to be constructed. This shall be indicated on the plans where appropriate. 22. Best Management Practices such as j-hooked silt fence or properly sized and staked biorolls or wattles shall be installed to break up the run on the slopes located in the southeast and southwest corners of Lot 1. 23. The plans shall include all pertinent setbacks and buffers including: 10 Chanhassen Planning Commission — October 15, 2013 a. Shoreland Overlay District (300' from centerline of Bluff Creek) b. Fifty (50) foot setback from Riley Creek. c. All bluff impact zones. d. All wetland boundaries and buffers from those boundaries. 24. Given the proximity to the wetland along Powers Boulevard, the applicant shall make available the necessary evidence to determine that no loss of jurisdictional wetland will result from the proposed activities. This will either require a wetland delineation or the staking of proposed improvements in the field for staff verification. 25. Vegetative and topographic alterations shall only occur as necessary for the construction of the facility and appurtenant infrastructure. The wall located southwesterly on the site labeled "Wall 2" in the staff report, shall be relocated easterly to minimize aforementioned alterations. 26. Tree preservation shall occur in those areas where grading is not integral to the intended purpose or construction of the site. Tree protection fencing shall be shown on the plan and installed concurrently with the initial erosion prevention and sediment control BMPs. 27. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area.,, 28. The sewer from SANMH #104 to the existing MH (201' 8" PVC@7.84%) must be public. The developer will be billed for the inspection fees associated with this work. 29. A 40' easement centered over the sewer is required and must be shown on the plat. This can be a condition of approval for the final plat. 30. The estimated cost to construct this sewer will be added to the security amount and an administrative fee (3% of the construction cost) will be collected with the final plat. Please provide this ASAP as staffs final plat memo and the development contract must be finalized by October 180' for the October 28a' meeting. 31. City Council shall consider approval of the attached agreement at the October 28`s meeting. 32. The City and the developer shall enter into an agreement stating that any cost associated with maintaining the connection will be assessed to the property. I have left a message with the City Attorney asking for proposed language; I will forward to you for review. This may be a stand alone agreement or part of the development contract and be finalized by October 180'. 33. Plan and profile and specs must be provided for this section of sanitary sewer prior to October 180', as Council approval is required. 11 Chanhassen Planning Commission — October 15, 2013 34. An MPCA permit is required for the public sewer extension. The permit must be obtained before the sanitary sewer can be installed. 35. The sanitary sewer must be sleeved under the retaining wall. This can be a condition of approval for the final plat. 36. As -built information for this section of sanitary sewer must be provided. This will be a condition of approval for the final plat. A security (equal to 7% of the construction cost) will be collected with the final plat to ensure payment of the inspection bills and submittal of the as-builts. All voted in favor and the motion carried unanimously with a vote of 6 to 0. Aller: Okay, anyone wishing to follow this item, it will be before the City Council, it's expected to be there on Monday, October 28, 2013 so again please follow that with the City Council for final action. And if you'd like to review any of these reports and information, again they're located on the City website under the Planning Commission tabs. APPROVAL OF MINUTES: Commissioner Aokkanen noted the verbatim and summary Minutes of the Planning Commission meeting dated September 3, 2013 as presented. COMMISSION PRESENTATIONS: None. ADMINISTRATIVE PRESENTATIONS. Aanenson: I'm not sure I have an update in here. We've kind of fast tracked a couple of our projects forward so we haven't had too many on the last council update. I did include new business signs and the future Planning Commission agenda so we do have four items on for your next Planning Commission meeting. We'll actually have three on. We have another subdivision. That will be on November 19ih and then we're not sure yet, on the December Yd date or not. That subdivision also is in Shorewood so it's got to go through Shorewood fast so those are advancing forward. And then we did include some of the new signs that were being issued. We issued 6 more today. Some of the ones down on, be on Lyman Boulevard and the Kraus Anderson building and 101 so some of those projects are coming forward so you'll have a busy packet. Full packet. Busy agenda next meeting so. Aller: Great. And then I show that we approved the final plat on Camden Ridge, or the council approved that on the 9'h. Aanenson: Yes. Alter: As well as the preliminary and final plat approval and site plan approval for the Southwest Village 2nd Addition and they also approved Lake St. Joe's Cove subdivision. Aanenson: Correct. And I think Lake St. Joe is underway. Camden, have you had a pre -con yet on? Fauske: There have been pre-con's for Lake St. Joe and Camden Ridge. The pre -con for Southwest Village is tomorrow. Aanenson: Tomorrow so yeah. 12 ulm T -rhomas J. Campbell Roger N. Knutson Thomas M. Scott Elliott B. Knetsch Jocl J. Jamnik Andrea McDowell Pochlcr Soren M. Mattick John F. Kelh Henrc A. Seharffcr, II Alina',chwartz Shana N. Conklin Darid H. Schultz CITY OF CHANHASSEN FAICENIM DEC 2 6 2013 OW. CAMPBELL KNUTSON Professional Association December 23, 2013 HAND DELIVERED First American Title Insurance Company Attention: Linda M. Cross 801 Nicollet Mall, Suite 1900 Minneapolis, MN 55402 Re: POWERS POINTE, Chanhassen, Minnesota City of Chanhassen — United Properties Investment LLC Title Commitment File No. NCS-621048-MPLS Dear Ms. Cross: This office is legal counsel for the City of Chanhassen ("City'). For convenience, First American Title Insurance Company is referred to in this letter as "you". This letter ("Escrow Instructions') constitutes escrow instructions for the release and recording of the plat for POWERS POINTE and related land transactions. 1. Documents. The City hereby releases to you in escrow the official final plat Mylar for POWERS POINTE, together with three (1" = 200') paper copies of the final plat for the Carver County Auditor, Assessor and Surveyor offices. Also enclosed are the following documents which must be filed with the final plat prior to any transfer documents or other liens or encumbrances: Development Contract between the City and United Properties Investment LLC; 2. Official final plat Mylar for Powers Pointe along with the three paper copies of final plat (1" — 200' scale) required by the County (one each to County Auditor, County Assessor and County Surveyor); Declaration of Use Restriction (copy enclosed with original executed version to be provided by Developer); 4. Limited Warranty Deed to the City for Outlot A subject to all easements of record and the Declaration of Development Standards and Protective Covenants recorded as document no. 59565 (copy enclosed with original executed version to be provided by Developer); and 5. Limited Warranty Deed to the City for Outlot B (copy enclosed with original executed version to be provided by Developer). 173958 Page 2 December 23, 2013 First American Title Insurance Company The final plat Mylar and the above -referenced documents shall be deposited and disbursed strictly in accordance with these Escrow Instructions. At the end of this letter is an acknowledgment by you of the receipt of this letter and your agreement to hold and disburse the final plat Mylar and the above referenced documents in accordance with these Escrow Instructions. Prior to undertaking any actions related to these Escrow Instructions, you must first sign and return a copy of this letter. I have enclosed a self-addressed return envelope for your convenience. 2. Closing Conditions. You may record the final plat Mylar and the above referenced documents with Carver County subject to the following conditions: A. You should not release the plat to anyone except under the conditions specified in this letter. B. Developer will deliver to you the fully executed Declaration of Use Restriction and the two Limited Warranty Deeds. C. You have received payment from the Developer for all recording costs and fees for the recording of the Plat and all other documents identified herein or necessary to record the Plat. The final plat Mylar and the documents referenced above must be recorded in the following order: • Development Contract between the City and United Properties Investment LLC ("Development Contract") • Powers Pointe plat Mylar • Declaration of Use Restriction • Limited Warranty Deeds to the City for Outlots A and B If the conditions for recording the plat cannot be satisfied within thirty (30) days, the plat and all related documents should be returned to me. Once all documents have been recorded with the County, please provide this office with the appropriate recording information by requesting the County Recorder to complete the enclosed blue "Filing of Documents" sheet and either e-mail it to the address on the blue sheet, or forward the same to me in the self-addressed envelope provided. The City will not permit the developer to start work on the project until we receive the recording information. 173942 Page 3 December 23, 2013 First American Title Insurance Company Once you receive the original recorded Development Contract, Declaration of Use Restriction and Limited Warranty Deeds from the County, please forward the same to me for the City's file. If you have any questions, please call. Very truly yours, CAMPBELL KNUTSON Professional Association By:J/ Andrea McDowell Poehler AMP/jmo Enclosures cc: Ms. Alyson Fauske, PE RECEIPT ACKNOWLEDGEMENT Agreed to and accepted this day of , 2013. FIRST AMERICAN TITLE INSURANCE COMPANY M Linda M. Cross, Escrow Officer 173958 Kimley-Horn and Associates, Inc. Sheet No. —Lol� Job Subject Job No Designedby Date Checkedby Date�.�1 V1� 'Pavz Nc5h -''V shG P -`^ "t w �, LSD' canfeu•- an s. siC� ✓i I , Za►4 5 a 1A,01(' fFes qr(�" 6 '-�4.(YD(at � 6 r `3CC3 LiC�+J s Oave Lz/ Dvs' , I S TP� One of FORTUNE's 100 Best Companies to Work For CITY OF CHANHASSEN RECEIVED SEP 16 2013 CHANHASSEN PLANNING DEPT EVS, Inc. Powers Place Chanhassen, MN STORM WATER NARRATIVE 9/15/13 EVS 1 10250 Valley View Rd., Suite 123 Eden Prairie, MN 55344-3534 Phone: 952.646.0236 Fax:952,646.0290 www.evs-eng.com United Properties Powers Place 9/15/13 TABLE OF CONTENTS EXISTING SITE CONDITIONS 3 PROPOSED DEVELOPMENT 3 JURISDICTIONAL BODIES AND REQUIREMENTS 3 EXISTING SITE DRAINAGE PATTERNS 4 PROPOSED ON -SITE STORM WATER MANAGEMENT 4 CALCULATIONS 4 CONCLUSION 5 APPENDIX A— EXISTING DRAINAGE EXHIBIT APPENDIX B—EXISTING HYDROCAD APPENDIX C— PROPOSED DRAINAGE EXHIBIT APPENDIX D—PROPOSED HYDROCAD APPENDIX E — WATER QUALITY CALCS (P8) APPENDIX F—STORM PIPE SIZING Storm Water Narrative Page ) 2 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com United Properties Powers Place 9/15/13 EXISTING SITE CONDITIONS The site comprises 16.9 acres of woodland and agricultural row crops. Due to steep slopes within areas of thick woods and a shoreland setback only 11.2 acres will be graded and disturbed with this project. The four geotechnical borings performed by Braun within the construction limits of the project to depths of 12 to 25 feet did not encounter groundwater. The soils most commonly encountered consisted of organic clay topsoil overlying glacially deposited clayey sand, sandy lean clay and lean clay. PROPOSED DEVELOPMENT The Powers Place industrial office building consists of approximately 140,800 SF of internal space. On the exterior loading docks will handle material/product deliveries on the north side of the building. Parking stalls totaling 229 will be provided on the east, south, and west sides of the building. Retaining walls will be used on -site to tie into existing grades minimizing disturbed area due to steep grades. A watermain extension will come from the east in Powers Blvd. and the sanitary sewer extension will come up from a trunk main along Riley Creek to the west. Earthwork for the project results in a net export of 85,000 CY. This material will be relocated to a project in the City of Shakopee. Permitting for that work is being done by the developer. JURISDICTIONAL BODIES AND REQUIREMENTS The City of Chanhassen is the LGU for this site. Appendix D 'Development Standards' of the City's Surface Water Management Plan outlines the requirements for this project. The following criteria must be met: • No increase in peak discharge may result from the proposed project for the 2-year, 10- year, or 100-year storm events. • Water quality features meeting the MPCA NPDES construction permit for Permanent Storm Water Management Systems (irrigation from retention structure meets this criteria) • Water quality treatment consistent with NURP (90% removal of TSS, 60% removal of TP) The design storms are from page D-2 of the Surface Water Management Plan and go as follows: Rainfall Frequency Rainfall (inches) 2-Year, 24- Hour 2.8 10-Year, 24-Hour 4.2 100- Year, 24-Hour 6.0 Storm Water Narrative Page 13 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.conn United Properties Powers Place 9/15/13 The NRCS methodology of HydroCAD was used to provide stormwater modeling for this site and P8 Urban Catchment modeled water quality. EXISTING SITE DRAINAGE PATTERNS Currently the site drains to Riley Creek to the southwest and Powers Blvd. on the southeast. Sediment runoff from the site onto Powers Blvd. has been an issue for City maintenance staff and is anticipated to be improved with the development between the change in land cover use and permanent stormwater management practices. No existing BMPs are in use. PROPOSED ON -SITE STORM WATER MANAGEMENT Assumptions considered: No groundwater concerns Infiltration rates for native soils are 0.2 in/hr according to MPCA 2005 Minnesota Stormwater Manual. Design constraints include: Significant grade change from FFE to Riley Creek (946.0 - 900.0); dissipating energy Limiting disturbance of trees and their valuable root system The entire parking and loading/deliveries areas will have traditional catch basin and storm sewer piping collecting runoff. These areas will flow to underground precast concrete vaults where the NURP volume will be held below the outlet invert. Two separate underground vaults will regulate live storage for the north and south halves of the site. Drive aisles into the site both on the northeast and southeast sides will not be able to flow to the underground vaults due to grades on -site. This area of runoff will flow to catch basins with sumps and discharged to the Powers Blvd. ditch with energy dissipated from it to avoid erosion at the outlet. Culverts will be installed under both drive aisles at the entrance of the site to keep Powers Blvd. ditch flow concentrated and following existing drainage patterns. CALCULATIONS The 'Reaches' (E1R & P1R) used in the HydroCAD model are used to combine runoff that discharges from a site in multiple directions. By combining these with a Reach the hydrographs of the areas are overlapped/merged with consideration to when each areas peak discharge may occur. Summing the peak discharge rate of each drainage area together would not be accurate for the entire sites peak discharge rate since they occur at different times. Storm Water Narrative Page (4 EVS 110250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com United Properties Powers Place 9/15/13 Discharge Rate Control The existing site HydroCAD model produces the following results. Rainfall Frequency Discharge Rate (cfs) (E1R) Runoff Volume (af) (E1R) 2-Year, 24-Hour 8.81 1.181 10-Year, 24-Hour 20.53 2.565 100-Year, 24-Hour 37.64 4.618 A comparison of the existing discharge rates and proposed rates are as follows. Rainfall Frequency Existing (cfs) (E1R) Proposed (cfs) (P1R) 2-Year, 24-Hour 8.81 8.57 10-Year, 24-Hour 20.53 20.35 100-Year, 24-Hour 37.64 36.19 The discharge rate for each of the required rainfall events is reduced from existing conditions. Water Quality ■ The percent impervious area increases from 0%to 47.5% from existing to proposed. This results in 7.4 acres of impervious area being captured and directed to the underground stormwater vaults. The water quality volume set forth on page 28 of the current MPCA NDPES . General Permit shall be one (1) inch of the runoff from the new impervious surfaces created for this project. This results in a minimum volume of 14,836 CF for the north drainage area and . 11,987 CF for the south drainage area. Included in Appendix D with the HydroCAD report are storage tables identifying the elevations where these volumes are retained. For both vaults the volume is proven within 2', however the outlets for both vaults is at 3' depth which means ■ additional dead storage is provided. In addition to this volume, irrigation will pull water from the underground vaults which further prevents the discharge of phosphorus from the site. Appendix E includes a P8 model that shows the required pollutant removals occurring in the underground stormwater vaults. CONCLUSION All rate control, water quality and NURP requirements are met in full. Soil erosion and sediment control BMPs are shown in the full civil package and will be installed so as to prevent ■ the discharge of sediment throughout the duration of construction. A SWPPP in accordance with NPDES and MPCA requirements has been generated for this project and will be held on site during construction with weekly inspections being performed by the General Contractor. Please direct any questions regarding the design to Brian Johnson of EVS at 952-646-0275 or S biohnsont@evs-eng.com. 0 Storm Water Narrative Page 15 EVS 1 10250 Valley View Rd.. Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com United Properties Powers Place 9/15/13 APPENDIX A EXISTING DRAINAGE (EXHIBIT Storm Water Narrative Page 16 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com ■ MY 1 1 � Irlll\IrLJV 1 /'1 ■ ■ y� ■ T T 19 SUBCATCHMENTS E1S E2S Powers Place Chanhassen, MN DESCRIPTION AREA CN WOODS, HSG C 4.78 AC 70 ROW CROPS, HSG C 1,20 AC 82 WOODS, HSG C 4.38 AC 70 ROW CROPS, HSG C 6.58 AC 82 NOTE 1. REACH E1R COMBINES THE HYDROGRAPH OF EACH POND OR SUBCATCHMENT DISCHARGING OFFSITE TO PROVIDE AN OVERALL PEAK DISCHARGE TIME AND RATE. o m ro EVS Existing Drainage Exhibit PAGE No. 1 9.15.13 i �i5��o� C�'ai�5e n�aQ United Properties Powers Place APPENDIX B EXISTING HYDROCAD Storm Water Narrative Page 17 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com E 1 S E2S West East E1R Subcat ERehi on Link Routing Diagram for UP - Chan HydroCAD Prepared by EVS, Inc., Printed 9/12/2013 FHydroCADe 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC UP - Chan HydroCAD Type 1124-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/12/2013 © 2011 HvdroCAD Software Solutions Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEll S: West Runoff Area=260,341 sf 0.00% Impervious Runoff Depth>0.68" Flow Length=300' Slope=0.1000'P Tc=50.6 min CN=72 Runoff=2.10 cfs 0.338 of SubcatchmentEM East Runoff Area=477,526 sf 0.00% Impervious Runoff Depth>0.92" Flow Length=300' Slope=0.2000 'P Tc=38.3 min CN=77 Runoff=7.01 cfs 0.843 of Reach ElR: Inflow=8.81 cfs 1.181 of Outflow=8.81 cfs 1.181 of Total Runoff Area=16.939 ac Runoff Volume = 1.181 of Average Runoff Depth = 0.84" 100.00% Pervious = 16.939 ac 0.00% Impervious = 0.000 ac UP - Chan HydroCAD Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD®10 00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment EIS: West Runoff = 2.10 cfs @ 12.56 hrs, Volume= 0.338 af, Depth> 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 208,273 70 Woods, Good, HSG C 52,068 82 Row crops contoured Good HSG C 260,341 72 Weighted Average 260,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.6 300 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" p W Subcatchment EIS: West Hydrograph Type II 24-hr 2-Yr 24-Hr Rainfall=2.80" Runoff Area=260,341 sf Runoff Volume=0.338 of Runoff Depth>0.68" Flow Length=300' Slope=0.1000 '/' Tc=50.6 min CN=72 1 2.10 cfs I Time (hours) � Runoff UP - Chan HydroCAD Type // 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment E2S: East Runoff = 7.01 cfs @ 12.37 hrs, Volume= 0.843 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 191,010 70 Woods, Good, HSG C 286,516 82 Row crops, contoured, Good, HSG C 477,526 77 Weighted Average 477,526 100.00% Pervious Area Tc Length Slope min) (feet) (ftift) 38.3 300 0.2000 Velocity Capacity Description 1441.-..1 /n N 0.13 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment E2S: East Hydrograph ■ Runofl Type II 24-hr 2-Yr 6 24-Hr Rainfall=2.80" 5 Runoff Area=477,526 sf Runoff Volume=0.843 of 4 Runoff Depth>0.92" LL Flow Length=300' 3 Slope=0.2000 '/' 2 Tc=38.3 min CN=77 10 11 12 13 14 1 Time (hours) UP - Chan HydroCAD Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 5 Summary for Reach E1 R: Inflow Area = 16.939 ac, 0.00% Impervious, Inflow Depth > 0.84" for 2-Yr, 24-Hr event Inflow = 8.81 cfs @ 12.41 hrs, Volume= 1.181 of Outflow = 8.81 cfs @ 12.41 hrs, Volume= 1.181 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach E1 R: Hydrograph ■ Inflow ■ Outflow Time (hours) UP - Chan HydroCAD Type 1124-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD®10.00 s/n 01636 © 2011 HvdroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment El S: West Runoff Area=260,341 sf 0.00% Impervious Runoff Depth>1.58" Flow Length=300' Slope=0.1000'P Tc=50.6 min CN=72 Runoff=5.51 cfs 0.785 of Suboatchment E2S: East Runoff Area=477,526 sf 0.00% Impervious Runoff Depth>1.95" Flow Length=300' Slope=0.20007 Tc=38.3 min CN=77 Runoff=15.63 cfs 1.780 of Reach ElR: Inflow=20.53 cfs 2.565 of Outflow=20.53 cfs 2.565 of Total Runoff Area = 16.939 ac Runoff Volume = 2.565 of Average Runoff Depth = 1.82" 100.00% Pervious = 16.939 ac 0.00% Impervious = 0.000 ac UP - Chan HydroCAD Type 11 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD®10 00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment EIS: West Runoff = 5.51 cfs @ 12.53 hrs, Volume= 0.785 af, Depth> 1.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" Area (sf) CN Description 208,273 70 Woods, Good, HSG C 52,068 82 Row crops contoured Good HSG C 260,341 72 Weighted Average 260,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 50.6 300 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment EIIS: West Hydrograph 6 - 5.51 cfs Type II 24-hr 5 10-Yr 24-Hr Rainfall=4.20" 4 Runoff Area=260,341 sf Runoff Volume=0.785 of 3 Runoff Depth>1.58-- LL Flow Length=300' 2 -Slope=0.1000 'J' _ — — Tc=50.6 min -CN=72 1 2 3 4 5 6 7 e 9 10 11 12 13 Time (hours) ■ ■ ■ UP - Chan HydroCAD Prepared by EVS, Inc. ■ HydroCAD®10.00 s/n 01631 Type // 24-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/12/2013 ■ Summary for Subcatchment E2S: East ■ Runoff = 15.63 cfs @ 12.36 hrs, Volume= 1.780 af, Depth> 1.95" ■ Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" ■ ■ ■ r ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ r ■ Area (sf) CN Description 191,010 70 Woods, Good, HSG C 286,516 82 Row crops, contoured, Good, HSG C 477,526 77 Weighted Average 477,526 100.00% Pervious Area Tc Length Slope min) (feet) (ft/ft) 38.3 300 0.2000 Velocity Capacity Description 0.13 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment E2S: East Hydrograph Type--1124--hr 10-Yr 24-Hr Rainfall=4.20" Runoff Area=4'77;526 sf Runoff Volume=1.7-80 of Runoff Depth>1.95'r---1'--1' -- I Flow Length=300' -Slope=0.2000 '/' Tc=38.3 min- -- - , I 1 I I 1 CN=77 ........ 1 L 1 I 1 1 1 ■ Runoff 2 cfs I 1 I I I I I I I I I I I _I ___I I I I I___I___I_-I- 1 1 I i__r__r__r__1___1__4__.__.__r _. 1 I 1 1 1 1 1 1 I I 1 1 - I I 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 I I 1 I 1 1 1 1 1 1 1 1 JI 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 4 ♦ -1 _I _y _y i -{ 1 1 1 I I I I I I I I Time (hours) ■ ■ UP - Chan HydroCAD Type/1 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Pape 9 Summary for Reach E1 R: Inflow Area = 16.939 ac, 0.00% Impervious, Inflow Depth > 1.82" for 10-Yr, 24-Hr event Inflow = 20.53 cfs @ 12.39 hrs, Volume= 2.565 of Outflow = 20.53 cfs @ 12.39 hrs, Volume= 2.565 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach E1R: Hydrograph 21 Inflow Area=16.9 20 20 19 --1--,--� ----------------.-- 17 I 1 16 J__L__l_J__ IL 14 1 1 1 1 1 1 1 1 I I 1 I 13 - I ° 12 1 1 1 I 1 LL 10 ----y__y__V__I-__1--4__1__1__1__ 1 1 1 1 1 9 8 7 1 1 1 1 I I 1 I I 1 3 i 1 I 1 I_ ______________I___________ _ Inflow r1l 0oulflow _i__r__r __I__ _r__r_ II 53 crs I ' L I 1 1 I I I I - I 1 I I 1 I I 1 I I I L I 1 1 1 I 1 1 t -I -Y --t -♦ -f -1 -Y -� 1 1 I I I I I I 1 I 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 1 I 1 1 I 1 1 I 11 12 13 14 15 16 17 18 19 Time (hours) UP - Chan HydroCAD Prepared by EVS, Inc. Type/1 24-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/12/2013 © 2011 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentE1S: West Runoff Area=260,341 sf 0.00% Impervious Runoff Depth>2.95" Flow Length=300' Slope=0.1000'f Tc=50.6 min CN=72 Runoff=10.68 cfs 1.470 of Subcatchment E2S: East Runoff Area=477,526 sf 0.00% Impervious Runoff Depth>3.45" Flow Length=300' Slope=0.2000 'f Tc=38.3 min CN=77 Runoff=28.02 cfs 3.148 of Reach E1 R: Inflow=37.64 cfs 4.618 of Outflow=37.64 cfs 4.618 of Total Runoff Area = 16.939 ac Runoff Volume = 4.618 of Average Runoff Depth = 3.27" 100.00% Pervious = 16.939 ac 0.00% Impervious = 0.000 ac UP - Chan HydroCAD Type 11 24-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment E1S: West Runoff = 10.68 cfs @ 12.51 hrs, Volume= 1.470 af, Depth> 2.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 208,273 70 Woods, Good, HSG C 52,068 82 Row crops contoured Good HSG C 260,341 72 Weighted Average 260,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.6 300 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment EIS: West Hydrograph p Runoff 10.68 cfs - - Yp Time (hours) ■ ■ ■ UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-HrRainfall=6.00" Prepared by EVS, Inc. Printed 9/12/2013 ■ HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 12 ■ Summary for Subcatchment E2S: East ■ Runoff = 28.02 cfs @ 12.34 hrs, Volume= 3.148 af, Depth> 3.45" ■ Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" ■ Area (sf) CN Description ■ 191,010 70 Woods, Good, HSG C 286,516 82 Row crops, contoured, Good, HSG C ■ 477,526 77 Weighted Average 477,526 100.00% Pervious Area ■ Tc Length Slope Velocity Capacity Description ■ (min) (feet) (ft1ft) (ft/sec) (cfs) 38.3 300 0.2000 0.13 Sheet Flow, ■ Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment E2S: East Hydrograph 30 28.02 cfs 26 Type II 24-hr 26 1'00-Yr 22 2j4-Hr Rainfall=6.00" 20 Runoff Area--477,526 sf „ 18 Runoff Volume=3.148 of 16 Runoff Depth>3.45" iff 14 Flow Length=300' 10 Slope=0.2000 'P 8 Tc=38.3 min I 6 CN=77 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoft UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-HrRainfall=6.00" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD® 10.00 s/n 01636 02011 HydroCAD Software Solutions LLC Page 13 Summary for Reach E1 R: Inflow Area = 16.939 ac, 0.00% Impervious, Inflow Depth > 3.27" for 100-Yr, 24-Hr event Inflow = 37.64 cfs @ 12.38 hrs, Volume= 4.618 of Outflow = 37.64 cfs @ 12.38 hrs, Volume= 4.618 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach E1 R: Hydrograph 40- Inflow Area=16 9 37. 38- 36 _ ____ . __ .34 ___I__I_ __i l 32 80 1 28 1 1 I I 1 I 1 26 1 1 1 1 1 1 2422 y 1 O 20 1 1 1L 18 1 1 1 1 1 1 1 1 I 1 1 I 16 _ I 14 12 _y -♦ h 1 -I 4 f Y -I 10 I 1 1 1 8 6 _.__ J__!__L_J___II__ L__I_ 4 Time (hours( =�1 1 - y F -I I i I I 1 I 1 I I I I I i 1 1 I I I I I I I I 1 I I I I I I I I 1 1 1 1 1 1 I I 1 r__i 1 1 I 1 I 1 _____________________ I 1 I 1 1 I 1 I 1 1 I _I -L _I -I I I I 1 I 1 1 I I I 1 I I I 1 I I 1 I I 1 1 I 1 I I 1 1 1 I 1 1 1 1 1 I I United Properties Powers Place 9/15/13 APPENDIX C 'PROPOSED DRAINAGE EXHIBIT Storm Water Narrative Page 18 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com E w A Powers Place Chanhassen, MN ill / OV Pn` _..w6'W ao N N O m 0 m PA m 0 1 5 O \A I ( PF v SUBCATCHMENTS DESCRIPTION AREA CN PIS WOODS, HSG C P2S WOODS, HSG C [VPERVIOUS '0 -f's . � P3S GRASS COVER, HSG C IMPERVIOUS P4S GRASS COVER, HSG C IMPERVIOUS 3.06 AC 70 5.50 AC 70 0,66 AC 98 0.07 AC 74 4.09 AC 98 0.26 AC 74 3.30 AC 98 NOTE 1. REACH P1 R COMBINES THE HYDROGRAPH OF EACH POND OR SUBCATCHMENT DISCHARGING OFF -SITE TO PROVIDE AN OVERALL PEAK DISCHARGE TIME AND RATE. N SCRLE IN FEET -low Proposed Drainage Exhibit PAGE No. 2 9.15.13 V M �ZSCL� Ckm-k nay MCAP United Properties Powers Place 9/15/13 APPENDIX D PROPOSED HYDROCAD Storm Water Narrative Page 19 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enQ.com P2S P3S -p East ndisturbed & P1 S North; Developed Northeast Vault E rance Roads West Undisturbed rP 1 RI P4S South Vault South; Developed Subcat Reach Ao Linkl� ■ ■ UP - Chan HydroCAD Prepared by EVS, Inc. Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 Solutions LLC Stage -Area -Storage for Pond P3P: Northeast Vault Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 926.00 8,232 0 926.10 8,232 774 926.20 8,232 1,548 926.30 8,232 2,321 926.40 8,232 3,095 926.50 8,232 3,869 926.60 8,232 4,643 926.70 8,232 5,417 926.80 8,232 6,190 926.90 8,232 6,964 927.00 8,232 7,738 927.10 8,232 8,512 927.20 8,232 9,286 927.30 8,232 10,060 927.40 8,232 10,833 927.50 8,232 11,607 927.60 8,232 12,381 927.70 8,232 13,155 927.80 8,232 13,929 927.90 8,232 14,702 928.00 8,232 15,476 928.10 8,232 16,250 928.20 8,232 17,024 928.30 8,232 17,798 928.40 8,232 18,571 928.50 8,232 19,345 928.60 8,232 20,119 928.70 8,232 20,893 928.80 8,232 21,667 928.90 8,232 22,440 929.00 8,232 23,214 929.10 8,232 23,988 929.20 8,232 24,762 929.30 8,232 25,536 929.40 8,232 26,309 929.50 8,232 27,083 929.60 8,232 27,857 929.70 8,232 28,631 929.80 8,232 29,405 929.90 8,232 30,179 930.00 8,232 30,952 930.10 8,232 31,726 930.20 8,232 32,500 930.30 8,232 33,274 930.40 8,232 34,048 930.50 8,232 34,821 930.60 8,232 35,595 930.70 8,232 36,369 930.80 8,232 37,143 930.90 8,232 37,917 931.00 8,232 38,690 931.10 8,232 39,464 931.20 8,232 40,238 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 931.30 8,232 41,012 931.40 8,232 41,786 931.50 8,232 42,559 931.60 8,232 43,333 931.70 8,232 44,107 931.80 8,232 44,881 931.90 8,232 45,655 932.00 8,232 46,428 932.10 8,232 47,202 932.20 8,232 47,976 932.30 8,232 48,750 932.40 8,232 49,524 932.50 8,232 50,298 932.60 8,232 51,071 932.70 8,232 51,845 932.80 8,232 52,619 932.90 8,232 53,393 933.00 8,232 54,167 933.10 8,232 54,940 933.20 8,232 55,714 933.30 8,232 56,488 933.40 8,232 57,262 933.50 8,232 58,036 933.60 8,232 58,809 933.70 8,232 59,583 933.80 8,232 60,357 933.90 8,232 61,131 934.00 8,232 61,905 934.10 8,232 61,905 934.20 8,232 61,905 934.30 8,232 61,905 934.40 8,232 61,905 934.50 8,232 61,905 934.60 8,232 61,905 934.70 8,232 61,905 934.80 8,232 61,905 934.90 8,232 61,905 935.00 8,232 61,905 935.10 8,232 61,905 935.20 8,232 61,905 935.30 8,232 61,905 935.40 8,232 61,905 UP - Chan HydroCAD Prepared by EVS, Inc. HydroCAD® 10.00 s/n 01636 © 2011 HvdroCAD Software Type 11 24-hr 100-Yr, 24-Hr Rainfall=6.00" Stage -Area -Storage for Pond P4P: South Vault Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 929.00 6,860 0 929.10 6,860 645 929.20 6,860 1,290 929.30 6,860 1,935 929.40 6,860 2,579 929.50 6,860 3,224 929.60 6,860 3,869 929.70 6,860 4,514 929.80 6,860 5,159 929.90 6,860 5,804 930.00 6,860 6,448 930.10 6,860 7,093 930.20 6,860 7,738 930.30 6,860 8,383 930.40 6,860 9,028 930.50 6,860 9,673 930.60 6,860 10,317 930.70 6,860 10,962 930.80 6,860 11,607 930.90 6,860 12,252 931.00 6,860 12,897 931.10 6,860 13,542 931.20 6,860 14,186 931.30 6,860 14,831 931.40 6,860 15,476 931.50 6,860 16,121 931.60 6,860 16,766 931.70 6,860 17,411 931.80 6,860 18,056 931.90 6,860 18,700 932.00 6,860 19,345 932.10 6,860 19,990 932.20 6,860 20,635 932.30 6,860 21,280 932.40 6,860 21,925 932.50 6,860 22,569 932.60 6,860 23,214 932.70 6,860 23,859 932.80 6,860 24,504 932.90 6,860 25,149 933.00 6,860 25,794 933.10 6,860 26,438 933.20 6,860 27,083 933.30 6,860 27,728 933.40 6,860 28,373 933.50 6,860 29,018 933.60 6,860 29,663 933.70 6,860 30,307 933.80 6,860 30,952 933.90 6,860 31,597 934.00 6,860 32,242 934.10 6,860 32,887 934.20 6,860 33,532 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 934.30 6,860 34,177 934.40 6,860 34,821 934.50 6,860 35,466 934.60 6,860 36,111 934.70 6,860 36,756 934.80 6,860 37,401 934.90 6,860 38,046 935.00 6,860 38,690 935.10 6,860 39,335 935.20 6,860 39,980 935.30 6,860 40,625 935.40 6,860 41,270 935.50 6,860 41,915 935.60 6,860 42,559 935.70 6,860 43,204 935.80 6,860 43,849 935.90 6,860 44,494 936.00 6,860 45,139 936.10 6,860 45,784 936.20 6,860 46,428 936.30 6,860 47,073 936.40 6,860 47,718 936.50 6,860 48,363 936.60 6,860 49,008 936.70 6,860 49,653 936.80 6,860 50,298 936.90 6,860 50,942 937.00 6,860 51,587 937.10 6,860 51,587 937.20 6,860 51,587 937.30 6,860 51,587 937.40 6,860 51,587 937.50 6,860 51,587 937.60 6,860 51,587 937.70 6,860 51,587 937.80 6,860 51,587 937.90 6,860 51,587 938.00 6,860 51,587 938.10 6,860 51,587 938.20 6,860 51,587 938.30 6,860 51,587 Printed 9/14/2013 UP - Chan HydroCAD Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 2 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPIIS: West Undisturbed Runoff Area=133,334 sf 0.00% Impervious Runoff Depth>0.60" Flow Length=250' Slope=0.1000 7 Tc=43.7 min CN=70 Runoff=1.00 cfs 0.152 of SubcatchmentP2S: East Undisturbed& Runoff Area=268,015 sf 10.69% Impervious Runoff Depth>0.73" Flow Length=200' Slope=0.20007 Tc=27.7 min CN=73 Runoff=3.64 cfs 0.374 of SubcatchmentP3S: North; Developed Runoff Area=181,186 sf 98.26% Impervious Runoff Depth>2.57" Tc=10.0 min CN=98 Runoff=14.26 cfs 0.889 of SubcatchmentP4S: South; Developed Runoff Area=155,378 sf 92.57% Impervious Runoff Depth>2.35" Tc=10.0 min CN=96 Runoff=11.73 cfs 0.699 of Reach P1 R: Inflow=7.07 cfs 2.039 of Outflow=7.07 cfs 2.039 of Pond P3P: Northeast Vault Peak Elev=931.47' Storage=19,130 d Inflow=14.26 cfs 0.889 of Outflow=1.44 cfs 0.845 of Pond P4P: South Vault Peak Elev=934.28' Storage=14,691 d Inflow=11.73 cfs 0.699 of Outflow=1.35 cfs 0.668 of Total Runoff Area = 16.940 ac Runoff Volume = 2.114 of Average Runoff Depth =1.50" 52.50% Pervious = 8.893 ac 47.50% Impervious = 8.047 ac UP - Chan HydroCAD Prepared by EVS, Inc. Type/1 24-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/14/2013 Summary for Subcatchment P1S: West Undisturbed Runoff = 1.00 cfs @ 12.48 hrs, Volume= 0.152 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 133,334 70 Woods, Good HSG C 133,334 100.00% Pervious Area Tc Length Description 43.7 250 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment P1S: West Undisturbed Ip Runaff ' Type II 24-hr 2-Yr 24-Hr Rainfall=2.80" Runoff Area=133,334 sf Runoff Volume=0.152 of 0 Runoff Depth>0.60" LL Flow Length=250' Slope=0.1000 '/' Tc=43.7 min CN=70 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) UP - Chan HydroCAD Prepared by EVS, Inc. HydroCAD® 10.00 s/n 01636 Type 1124-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/14/2013 Summary for Subcatchment P2S: East Undisturbed & Entrance Roads Runoff = 3.64 cfs @ 12.25 hrs, Volume= 0.374 af, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 239,368 70 Woods, Good, HSG C 28,647 98 Paved roads w/curbs & sewers HSG C 268,015 73 Weighted Average 239,368 89.31 % Pervious Area 28,647 10.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 27.7 200 0.2000 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment P2S: East Undisturbed & Entrance Roads Type II 24-hr 2-Yr 3 24-Hr Rainfall=2.80" Runoff Area=268,015 sf Runoff Volume=0.374 of z Runoff Depth>0.73" LL Flow Length=200' Slope=0.2000 7' Tc=27.7 min CN=73 5 6 7 Time (hours) OiMlllwv ■ RunoR UP - Chan HydroCAD Type 11 24-hr 2-Yr, 24-HrRainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment P3S: North; Developed Runoff = 14.26 cfs @ 12.01 hrs, Volume= 0.889 af, Depth> 2.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 3,154 74 >75% Grass cover, Good, HSG C 178,032 98 Roofs HSG C 181,186 98 Weighted Average 3,154 1.74% Pervious Area 178,032 98.26% Impervious Area Tc Length 10.0 Capacity Description Direct Entry, Subcatchment P3S: North; Developed Hydrograph - - - - - - - 0 Runoff 14.26 cfs Type 11 24-hr -2 Yr- - - 24-Hr Rainfall=2.80" Runoff Area=181,186 sf, -Runoff Volume=0.889 of Runoff Depth>2.57"----- Tc=10.0 min CN=98 - 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) UP - Chan HydroCAD Prepared by EVS, Inc. Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/14/2013 Summary for Subcatchment P4S: South; Developed Runoff = 11.73 cfs @ 12.01 hrs, Volume= 0.699 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 11,543 74 >75% Grass cover, Good, HSG C 143,835 98 Roofs, HSG C 155,378 96 Weighted Average 11,543 7.43% Pervious Area 143,835 92.57% Impervious Area Tc Length 10.0 11 0 Description Direct Entry, Subcatchment P4S: South; Developed 11.73 Type II 24-hr 2-Yr---------------- . 24-Hr Ra1nfa11=2.80" Runoff Area=155,378 sf- Runoff Volume=0.699 of Runoff Depth>2.35" Tc=10.0 min CN=96 1 I I I 1 I I 1 I I I I I 1 1 I 1 I I cfs I I I 1 I I I I I 1 I 1 I I I I I 1 I I I I I I I I I -! -h -F 1- -I -y -♦ -i -♦ -F I I 1 1 1 I I I I I 1 I I I I I I I I i I I I I I I I __y__y__r__r__r__ I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I 1 1 1 I I I 1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I II II11 I I I I 1 I I I I I I I I I I I I I 11 12 13 14 15 16 1 Time (hours) ■ Runoff UP - Chan HydroCAD Type/1 24-hr 2-Yr, 24-HrRainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD810.00 s/n 01636 02011 HydroCAD Software Solutions LLC Paae 7 Summary for Reach P1 R: Inflow Area = 16.940 ac, 47.50% Impervious, Inflow Depth > 1.44" for 2-Yr, 24-Hr event Inflow = 7.07 cfs @ 12.26 hrs, Volume= 2.039 of Outflow = 7.07 cfs @ 12.26 hrs, Volume= 2.039 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach P1 R: ■ ioeow ■ oureow Time (hmm) ■ ■ ■ UP - Chan HydroCAD Type Il 24-hr 2-Yr, 24-HrRainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD® 10.00 s/n 01636 02011 HydroCAD Software Solutions LLC Paoe 8 ■ Summary for Pond P3P: Northeast Vault ■ Inflow Area = 4.159 ac, 98.26% Impervious, Inflow Depth > 2.57" for 2-Yr, 24-Hr event Inflow = 14.26 cfs @ 12.01 hrs, Volume= 0.889 of ■ Outflow = 1.44 cfs @ 12.50 hrs, Volume= 0.845 af, Atten= 90%, Lag= 29.4 min Primary = 1.44 cfs @ 12.50 hrs, Volume= 0.845 of ■ Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ■ Peak Elev= 931.47' @ 12.50 hrs Surf.Area= 8,232 sf Storage= 19,130 cf ■ Plug -Flow detention time= 177.7 min calculated for 0.844 of (95% of inflow) Center -of -Mass det. time= 148.5 min (906.6 - 758.1 ) ■ Volume Invert Avail.Storage Storage Description ■ #1 929.00' 38,690 cf Custom Stage Data (Prismatic)Listed below (Recalc) 41,160 cf Overall x 94.0% Voids ■ Elevation Surf.Area Inc.Store Cum.Store ■ (feet) (sq-ft) (cubic -feet) (cubic -feet) 929.00 8,232 0 0 ■ 934.00 8,232 41,160 41,160 ■ Device Routing Invert Outlet Devices #1 Primary 926.45' 15.0" Round Culvert ■ L= 175.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 926.45' / 915.50' S= 0.0626 '/' Cc= 0.900 ■ n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 929.00' 6.0" Vert. Orifice/Grate C= 0.600 ■ #3 Device 1 931.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 ■ Width (feet) 0.50 0.50 Primary OutFlow Max=1.44 cfs @ 12.50 hrs HW=931.4T (Free Discharge) Culvert (Passes 1.44 cfs of 15.49 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.41 cfs @ 7.18 fps) 3=Custom Weir/Orifice (Weir Controls 0.03 cfs @ 0.88 fps) UP - Chan HydroCAD Type 1124-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 9 Pond P3P: Northeast Vault Hydrograph ■Pnmary 15 _Inflow.Area=4.-159..a --- I I I 14 - --__7__r__r I 13 Peak Elev=931.47' -; ;--; I "- '__._ ` "-- ,2 - - - - - - - - - - „ Storage=19,130 c# I I I I I I I I I I I I 10 I I 1 I 1 I I 1 I I r9 1 I I 1 1 I I y I I I I I I 1 1 I I I I I I I I I I I I 7 LL I 1 I I I I 1 I I I 6 1 I 1 1 I I 1 I I I 5 r I I 1 I I I I I I a � _I J _♦ _F _I _J _J _4 _L _I Q 3 2 1.44cfs------------------------ 1 Bony 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (houm) ■ ■ ■ UP - Chan HydroCAD Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 10 ■ Summary for Pond P4P: South Vault ■ Inflow Area = 3.567 ac, 92.57% Impervious, Inflow Depth > 2.35" for 2-Yr, 24-Hr event Inflow = 11.73 cfs @ 12.01 hrs, Volume= 0.699 of ■ Outflow = 1.35 cfs @ 12.45 hrs, Volume= 0.668 af, Aften= 89%, Lag= 26.2 min Primary = 1.35 cfs @ 12.45 hrs, Volume= 0.668 of ■ Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ■ Peak Elev= 934.28' @ 12.45 hrs Surf.Area= 6,860 sf Storage= 14,691 cf ■ Plug -Flow detention time= 147.7 min calculated for 0.668 of (96% of inflow) Center -of -Mass det. time= 121.3 min (898.4 - 777.1 ) ■ Volume Invert Avail.Storage Storage Description ■ #1 932.00' 32,242 cf Custom Stage Data (Prismatic)Listed below (Recalc) 34,300 cf Overall x 94.0% Voids ■ Elevation Surf.Area Inc.Store Cum.Store ■ (feet) (sq-ft) (cubic -feet) (cubic -feet) 932.00 6,860 0 0 ■ 937.00 6,860 34,300 34,300 ■ _Device Routing Invert Outlet Devices #1 Primary 931.85' 15.0" Round Culvert ■ L= 355.0' RCP, groove end projecting, Ke= 0.200 ■ Inlet / Outlet Invert= 931.85' / 902.25' S= 0.0834 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 932.00' 6.0" Vert. Orifice/Grate C= 0.600 ■ #3 Device 1 934.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 ■ Width (feet) 0.50 0.50 ■ Primary OutFlow Max=1.35 cfs @ 12.45 hrs HW=934.28' (Free Discharge) Culvert (Passes 1.35 cfs of 9.92 cfs potential flow) ■ 2=Orifice/Grate (Orifice Controls 1.35 cfs @ 6.86 fps) IT-r 3=Custom Weir/Orifice ( Controls 0.00 cts) UP - Chan HydroCAD Type 1124-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD®10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Pape 11 Pond P4P: South Vault 13--.--------:- -------1 11.1 12 InfFow Area=1567-ac 11 Peak-EIev=934.-2$` 10 __-.- --- _-_---------- 9 Storage=14,691 cf B 7 LL 1 I I I I ■ mnow cfs__,__y__,__ __,__y__ __,__r___- nPdm ry I I I I I 1 I ---------------- I I I I I I I I II 1 I I I I L_J__J__1__L__L_J__ I 1 I 1 1 I i I 1 1 I I I 1 I I I I 1 I I I I I I I I I I 1 1 I I I I I I I 1 I I 1 I I 1 I I I I I 1 I I I I 1 I I I I I 1 I I S L1__L__L_J__ I i I 1 1 I 1 1 I I I I I I fs - - ; 0 1 2 3 4 5 6 7 6 9 10 11 12 13 Time (hours) UP - Chan HydroCAD Type // 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD010.00 s/n 01636 02011 HydroCAD Software Solutions LLC Paqe 12 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPlS: West Undisturbed Runoff Area=133,334 sf 0.00% Impervious Runoff Depth>1.44" Flow Length=250' Slope=0.10007 Tc=43.7 min CN=70 Runoff=2.81 cfs 0.368 of SubcatchmentP2S: East Undisturbed & Runoff Area=268,015 sf 10.69% Impervious Runoff Depth>1.66" Flow Length=200' Slope=0.2000'r Tc=27.7 min CN=73 Runoff=9.08 cfs 0.850 of Subcatchment P3S: North; Developed Runoff Area=181,186 sf 98.26% Impervious Runoff Depth>3.96" Tc=10.0 min CN=98 Runoff=21.58 cfs 1.372 of SubcatchmentP4S: South; Developed Runoff Area=155,378 sf 92.57% Impervious Runoff Depth>3.73" Tc=10.0 min CN=96 Runoff=18.12 cfs 1.109 of Reach P1 R: Inflow=18.51 cfs 3.603 of Outflow=18.51 cfs 3.603 of Pond P3P: Northeast Vault Peak Elev=932.57' Storage=27,587 cf Inflow=21.58 cfs 1.372 of Outflow=3.78 cfs 1.314 of Pond P4P: South Vault Peak Elev=935.38' Storage=21,805 cf Inflow=18.12 cfs 1.109 of Outflow=3.51 cfs 1.070 of Total Runoff Area = 16.940 ac Runoff Volume = 3.700 of Average Runoff Depth = 2.62" 52.50% Pervious = 8.893 ac 47.50% Impervious = 8.047 ac UP - Chan HydroCAD Type 1124-hr 10-Yr, 24-HrRainfali=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Pape 13 Summary for Subcatchment PIS: West Undisturbed Runoff = 2.81 cfs @ 12.44 hrs, Volume= 0.368 af, Depth> 1.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" Area (sf) CN Description 133,334 70 Woods Good, HSG C 133,334 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 43.7 250 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment PIS: West Undisturbed Hydrograph Type II 24-hr 10-Yr 24-Hr Rainfall=4.20" 2 Runoff Area=133,334 sf Runoff Volume=0.368 of Runoff Depth>1.44" LL Flow Length=250' Siope=0.1,000 Y' Tc=43.7 min CN=70 ■ RunoR 2.8� 1 cfs� 11 12 13 14 Time (hours) UP - Chan HydroCAD Prepared by EVS, Inc. HvdroCAD®10.00 s/n 0163E Type 11 24-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/14/2013 Summary for Subcatchment P2S: East Undisturbed & Entrance Roads Runoff = 9.08 cfs @ 12.23 hrs, Volume= 0.850 af, Depth> 1.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" Area (sf) CN Description 239,368 70 Woods, Good, HSG C 28,647 98 Paved roads w/curbs & sewers, HSG C 268,015 73 Weighted Average 239,368 89.31% Pervious Area 28,647 10.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft1ft) (f /sec) (cfs) 27.7 200 0.2000 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment P2S: East Undisturbed & Entrance Roads Hydrograph 9 --------- -------------- Type 11 24-hr 6 10-Yr 24-Hr Rainfall=4.20" 7 Runoff Area=268,015 sf 6 Runoff Volume=0.850 of 3 5 Runoff Depth>1.66" 0 LL Flow Length=200' 4 -Slope=0.2000 'P 3 Tc=27.7 min 2 CN=73 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) UP - Chan HydroCAD Prepared by EVS, Inc. Type 11 24-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/14/2013 Summary for Subcatchment P3S: North; Developed Runoff = 21.58 cfs @ 12.01 hrs, Volume= 1.372 af, Depth> 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" Area (sf) CN Description 3,154 74 >75% Grass cover, Good, HSG C 178,032 98 Roofs HSG C 181,186 98 Weighted Average 3,154 1.74% Pervious Area 178,032 98.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) Ids) 10.0 Direct Entry, Subcatchment P3S: North; Developed Hydrograph 24 O Runoff 23 ------_.__...-- --- ---- 21.58 cfs 22 21 hype II 24-hr 20 /► _ 19 10-Yr 1�-24-HrRainfW1�.20------ 15 Runoff Area=181,186 sf 13 Runoff Volume=1-372,-af - - - - - - - 12-----------------------------"-- ° 11 Runoff Depth>3.%!' - u 10 9 Tc=10.0, min; - - - -, - , 8 ___ _____________�__________1 7 C1=9g- --;--;--;------;-- 6-------------------------r----- ------ - ---. --- -- S _I _ _J _J _1 _1 -L _L _I _J _J 4- r 1 3 I � I I I I __ I ___I_ - 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24 Time (hours( ■ ■ ■ UP - Chan HydroCAD Type 11 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD®10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Paoe 16 ■ Summary for Subcatchment P4S: South; Developed ■ Runoff = 18.12 cfs @ 12.01 hrs, Volume= 1.109 af, Depth> 3.73" ■ Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" ■ Area (sf) CN Description ■ 11,543 74 >75% Grass cover, Good, HSG C 143,835 98 Roofs, HSG C ■ 155,378 96 Weighted Average 11,543 7.43% Pervious Area ■ 143,835 92.57% Impervious Area ■ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ■ 10.0 Direct Entry, Subcatchment P4S: South; Developed 20 19 ---------------------- __ _J_1 _L _L _L _I_. - - - - -_ - _ . _"__�__I-- 18.1 17 -- -- -- --'--h--------- 16 -10-Yr 15 24=Hr Rainfall=4 20 14 12 Runoff Area=155,378-sf ;� 11 Runoff Volume=1.109 at 19 ---- --- -- Runoff Depttu3.73"- - - - 8 T_c_=10_._DMin. 7 ------------- 6 l l l l l l C_N=96 J - 5 _ _ y -y -♦ -r -r -r -1 - ' Ji 3' 1 I I 1 1 __� __,__�__.,__1__r__r__r__I___,__ 2 1 I _ _ __ _____________I____ _. __- __ _ __ __ ■Runoff L r 1 1 I I 1 I I I I -♦ _4 _F _F _1 _y H ♦ -f -h I 1 I 1 I 1 1 I 1 I I I 1 I I I 1 I 1 I I I r I I I 1 I I I I I I I I I I I I I 1 I I 1 I I 1 I I I I I 1 1 I I I 1 1 1 I 1 --------------------------------- I I I 1 I I I � 1 I � 1 J__1__L__L__ I I 1 I I 1 I I I I I I I I I 1 I 1 I I I I I I I I I I 1 I 1 I -{--4--1--~--I---I--J--J--J--1--F-- I I I I I I I I I I I -i -1 _♦ F h -I -4 _i -{ _I -F 1 -- -{ r r• I I -y -y -♦ -r -r I I I I I I I I I I I I I 11 12 13 14 15 16 17 18 19 Time (hours) UP - Chan HydroCAD Prepared by EVS, Inc. 1 Type l/ 24-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/14/2013 Summary for Reach P1 R: Inflow Area = 16.940 ac, 47.50% Impervious, Inflow Depth > 2.55" for 10-Yr, 24-Hr event Inflow = 18.51 cfs @ 12.26 hrs, Volume= 3.603 of Outflow = 18.51 cfs @ 12.26 hrs, Volume= 3.603 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach P1R: Hydrograph ■ Inflow B Outflow Time (hours) ■ ■ ■ UP - Chan HydroCAD Prepared by EVS, Inc. Type // 24-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/14/2013 ■ HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Ps ■ Summary for Pond P3P: Northeast Vault ■ Inflow Area = 4.159 ac, 98.26% Impervious, Inflow Depth > 3.96" for 10-Yr, 24-Hr event Inflow = 21.58 cfs @ 12.01 hrs, Volume= 1.372 of ■ Outflow = 3.78 cfs @ 12.29 hrs, Volume= 1.314 af, Atten= 82%, Lag= 16.9 min Primary = 3.78 cfs @ 12.29 hrs, Volume= 1.314 of ■ Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ■ Peak Elev= 932.57' @ 12.29 hrs Surf.Area= 8,232 sf Storage= 27,587 cf ■ Plug -Flow detention time= 164.0 min calculated for 1.311 of (96% of inflow) Center -of -Mass det. time= 138.1 min ( 887.8 - 749.7 ) ■ Volume Invert Avail.Storage Storage Description ■ #1 929.00' 38,690 cf Custom Stage Data (Prismatic)Listed below (Recalc) 41,160 cf Overall x 94.0% Voids ■ Elevation Surf.Area Inc.Store Cum.Store ■ __ (feet) (sq-ft) (cubic -feet) (cubic -feet) 929.00 8,232 0 0 ■ 934.00 8,232 41,160 41,160 ■ Device Routing Invert Outlet Devices #1 Primary 926.45' 15.0" Round Culvert ■ L= 175.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 926.45' / 915.50' S= 0.0626'/' Cc= 0.900 ■ n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 929.00' 6.0" Vert. Orifice/Grate C= 0.600 ■ #3 Device 1 931.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 ■ Width (feet) 0.50 0.50 ■ Primary OutFlow Max=3.78 cfs @ 12.29 hrs HW=932.56' (Free Discharge) Culvert (Passes 3.78 cfs of 17.30 cfs potential flow) ■ 2=Orifice/Grate (Orifice Controls 1.72 cfs @ 8.77 fps) 3=Custom Weir/Orifice (Weir Controls 2.06 cfs @ 3.53 fps) ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ UP - Chan HydroCAD Type // 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD010.00 s/n 01636 02011 HydroCAD Software Solutions LLC Page 19 1 0 1 3 1 0 1 LL . Pond P3P: Northeast Vault 21.♦ Inflow Area=4.159-ac Pear Elev=932.57` Storage=27,59;7-ff I � I I I I I I I I � I I I r _I ,---- 3.78 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) M. ■ ■ ■ UP - Chan HydroCAD Type/1 24-hr 10-Yr, 24-HrRainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD®10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 20 ■ Summary for Pond P4P: South Vault ■ Inflow Area = 3.567 ac, 92.57% Impervious, Inflow Depth > 3.73" for 10-Yr, 24-Hr event Inflow = 18.12 cfs @ 12.01 hrs, Volume= 1.109 of ■ Outflow = 3.51 cfs @ 12.27 hrs, Volume= 1.070 af, Atten= 81%, Lag= 15.6 min Primary = 3.51 cfs @ 12.27 hrs, Volume= 1.070 of ■ Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ■ Peak Elev= 935.38' @ 12.27 hrs Surf.Area= 6,860 sf Storage= 21,805 cf Plug -Flow detention time= 137.7 min calculated for 1.070 of (96% of inflow) Center -of -Mass det. time= 115.9 min (881.5 - 765.7 ) ■ Volume Invert Avail.Storage Storage Description ■ #1 932.00' 32,242 cf Custom Stage Data (Prismatic)Listed below (Recalc) 34,300 cf Overall x 94.0% Voids ■ Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 932.00 6,860 0 0 ■ 937.00 6,860 34,300 34,300 ■ Device Routing Invert Outlet Devices #1 Primary 931.85' 15.0" Round Culvert ■ L= 355.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 931.85' / 902.25' S= 0.0834 'P Cc= 0.900 ■ n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 932.00' 6.0" Vert. Orifice/Grate C= 0.600 ■ #3 Device 1 934.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 ■ Width (feet) 0.50 0.50 Primary OutFlow Max=3.51 cfs @ 12.27 hrs HW=935.38' (Free Discharge) Culvert (Passes 3.51 cfs of 12.58 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.67 cfs @ 8.52 fps) 3=Custom Weir/Orifice (Weir Controls 1.83 cfs @ 3.40 fps) UP - Chan HydroCAD Type l/ 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD010.00 s/n 01636 02011 HydroCAD Software Solutions LLC Pape 21 1 Pond P4P: South Vault ________ - - ------ 18.1 - Inflow Area=3.567- a E lev=a,35 Peak- .38` Storage=21,805 cfl _ I 1 I I I I 1 I I . 1 I I I I I I i I 1 1 I I 3.51 1 1 1 I 1 I --- ---,--;- i--, -,--- I 1 `-J Inflow 2 Cfs ■ Pnma ry 1�� -I -9 -4 -Y 1 Y -; . -h -I 1 1 I 1 I I 1 1 I I 1 I I I 1 I I 1 L I L I---- _1_J _1 _L _L_J I I 1 I 1 I I I 1 1 I I I I I I I I I I I I 1 I I 1 I I I 1 I 1 I I 1 1 1 I I I I I 1 I I I I 1 I I 1 I I 1 I I I 1 I I 1 I I 1 1 I I r I 1 I I I I I I '__' ____ �__ I__' i i T i f 1 I I 11 12 13 14 1 Time (hours) UP - Chan HydroCAD Prepared by EVS, Inc. HvdroCAD®10.00 s/n 01636 02011 Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 LLC Time span=0.0D-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPIS: West Undisturbed Runoff Area=133,334 sf 0.00% Impervious Runoff Depth>2.77" Flow Length=250' Slope=0.10007 Tc=43.7 min CN=70 Runoff=5.67 cfs 0.707 of SubcatchmentP2S: East Undisturbed& Runoff Area=268,015 sf 10.69% Impervious Runoff Depth>3.07" Flow Length=200' Slope=0.2000 'f Tc=27.7 min CN=73 Runoff=17.26 cfs 1.572 of SubcatchmentP3S: North; Developed Runoff Area=181,186 sf 98.26% Impervious Runoff Depth>5.75" Tc=10.0 min CN=98 Runoff=30.95 cfs 1.994 of SubcatchmentP4S: South; Developed Runoff Area=155,378 sf 92.57% Impervious Runoff Depth>5.52" Tc=10.0 min CN=96 Runoff=26.24 cfs 1.640 of Reach P1 R: Inflow=37.45 cfs 5.783 of Outflow=37.45 cfs 5.783 of Pond P3P: Northeast Vault Peak Elev=933.84' Storage=37,443 cf Inflow=30.95 cfs 1.994 of Outflow=8.26 cfs 1.913 of Pond P4P: South Vault Peak Elev=936.62' Storage=29,780 cf Inflow=26.24 cfs 1.640 of Outflow=7.76 cfs 1.590 of Total Runoff Area = 16.940 ac Runoff Volume = 5.914 of Average Runoff Depth = 4.19" 52.50% Pervious = 8.893 ac 47.50% Impervious = 8.047 ac UP - Chan HydroCAD Prepared by EVS, Inc. 02011 Type // 24-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 Summary for Subcatchment P1S: West Undisturbed Runoff = 5.67 cfs @ 12.42 hrs, Volume= 0.707 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 133,334 70 Woods Good, HSG C 133,334 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 43.7 250 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment P1S: West Undisturbed Hydrograph Type 1124-hr 5 100 Yr 24-Hr Rainfall=6.00" 4 Runoff Area=133,334 sf Runoff Volume=0.707 of 3 - Runoff Depth>2.77" LL Flow Length=250' 2 Siope=0.1000 T Tc=43.7 min -C-N=70 - - - - 2 5r 67 cfs 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) � Runoff ■ ■ ■ UP - Chan HydroCAD Prepared by EVS, Inc. ■ ■ Type/1 24-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 Summary for Subcatchment P2S: East Undisturbed & Entrance Roads ■ Runoff = 17.26 cfs @ 12.22 hrs, Volume= 1.572 af, Depth> 3.07" ■ Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" ■ Area (sf) CN Description ■ 239,368 70 Woods, Good, HSG C 28,647 98 Paved roads w/curbs & sewers, HSG C ■ 268,015 73 Weighted Average 239,368 89.31 % Pervious Area ■ 28,647 10.69% Impervious Area ■ Tc Length Slope Velocity Capacity Description (min) (feet) (ft1ft) (ft/sec) (cfs) ■ 27.7 200 0.2000 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" ■ ■ Subcatchment P2S: East Undisturbed & Entrance Roads Hydrograph 17.26 Type II24-hr 100-Yr 24-Hr Rainfal1=6.00"- - _ - -Runoff Area=268,015 sf ----- Runoff Volume=1.572 of Runoff Depth>3.07" Flow Length=200'___________ Slope=0.2000 'r Tc= 7.7 min CN=73 0 1 2 r-- - - - --- -�---------.--- FM RWMffj ldO i i I I 1 i I I I 1 I I I 1 I I I I 1 I I 1 I I I I I I I I I i I 1 1 I I I --------------------------- -I--�- I I I I I I I I I 1 1 I I I I I I I I r 1 1 I 1 1 I 1 1 I I 1 I I 1 I 1 I I I -------------------------------- I I I I I I I 1 I 1 1 I 1 1 I I I I I I I I I I 1 I I I 1 I I I I - --------------------------- -- 1 1 1 I I I I 1 -- I I I I I I I I I I I I I I I Time (hours) UP - Chan HydroCAD Type 11 24-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD®10.00 s/n 01636 02011 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment P3S: North; Developed Runoff = 30.95 cfs @ 12.01 hrs, Volume= 1.994 af, Depth> 5.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 3,154 74 >75% Grass cover, Good, HSG C 178,032 98 Roofs HSG C 181,186 98 Weighted Average 3,154 1.74% Pervious Area 178,032 98.26% Impervious Area Tc Length 10.0 Capacity Description 1..r..x Direct Entry, Subcatchment P3S: North; Developed Hydrograph 30.! yp-e H-4-hr --- 9 24-Hr Rainfa11=6A0" Runoff Area=181186 sf -Runoff Volume=1.994 of Runoff Depth>6.76" Tc=10.0 min -CN=98 cfs 11 12 13 14 15 16 17 16 19 20 21 22 23 Time (hours) ■ Runofr UP - Chan HydroCAD Prepared by EVS, Inc. HydroCAD® 10.00 s/n 0163( Type II 24-hr 100-Yr, 24-Hr Rainfall=6. 00 " Printed 9/14/2013 Summary for Subcatchment P4S: South; Developed Runoff = 26.24 cfs @ 12.01 hrs, Volume= 1.640 af, Depth> 5.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 11,543 74 >75% Grass cover, Good, HSG C 143,835 98 Roofs, HSG C 155,378 96 Weighted Average 11,543 7.43% Pervious Area 143,835 92.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment P4S: South; Developed Hydrograph p RunoR 26 Type II 24-hr 24 100-Yr 22 20 24-Hr Rainfall=6.00" 18 Runoff Area=155,378 sf y 16 Runoff Volume=1.640 of ° 1 LL Runoff Depth>5.52" 12 10 -Tc=10.0 min ----- a CN=96 Time (hours) UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 27 Summary for Reach P1 R: Inflow Area = 16.940 ac, 47.50% Impervious, Inflow Depth > 4.10" for 100-Yr, 24-Hr event Inflow = 37.45 cfs @ 12.24 hrs, Volume= 5.783 of Outflow = 37.45 cfs @ 12.24 hrs, Volume= 5.783 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach Hydrograph P1R: I I I 1 I I I 38 Inflow Area=16.9 37.45 cfs 1 -- I ,---- ; - ;- - -- 36 1 1 34' _LIJJLl_J__J__1__L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 32 30 1 I 1 __�__r__r__I__y__r__r__I__ 28 ____---__T__r__,_ _____4__T__r26 __ 24 2220 I 1816141210IT---'�-I--T8_ Lim T i 11 12 13 14 Time (hours) ■ Inflow 6 Outflow ■ ■ UP - Chan HydroCAD Prepared by EVS, Inc. Type 11 24-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 ■ IIYVIVVl1V`!Y1V.VUJ/11 V1VJV WJ LV 1I fIYUIUVPUOUIIWMV VUIULIU11J LLV r0 Summary for Pond P3P: Northeast Vault Inflow Area = 4.159 ac, 98.26% Impervious, Inflow Depth > 5.75" for 100-Yr, 24-Hr event Inflow = 30.95 cfs @ 12.01 hrs, Volume= 1.994 of S Outflow = 8.26 cfs @ 12.21 hrs, Volume= 1.913 af, Atten= 73%, Lag= 12.4 min Primary = 8.26 cfs @ 12.21 hrs, Volume= 1.913 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 933.84' @ 12.21 hrs Surf.Area= 8,232 sf Storage= 37,443 cf Plug -Flow detention time= 143.5 min calculated for 1.913 of (96% of inflow) Center -of -Mass det. time= 118.3 min (862.0 - 743.7 ) Volume Invert Avail.Storage Storage Description #1 929.00' 38,690 cf Custom Stage Data (Prismatic)Listed below (Recalc) 41,160 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 929.00 8,232 0 0 934.00 8,232 41,160 41,160 Device Routing Invert Outlet Devices #1 Primary 926.45' 15.0" Round Culvert L= 175.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 926.45' / 915.50' S= 0.0626 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 929.00' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 931.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 Width (feet) 0.50 0.50 Primary OutFlow Max=8.23 cfs @ 12.21 hrs HW=933.83' (Free Discharge) Culvert (Passes 8.23 cfs of 18.82 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.02 cfs @ 10.31 fps) 3=Custom Weir/Orifice (Weir Controls 6.21 cfs @ 5.11 fps) S UP - Chan HydroCAD Prepared by EVS, Inc. Type 11 24-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 2011 HydroCAD Software Solutions LLG Pond P3P: Northeast Vault Hydrograph ■ Inflow ■ Primary 321 -'I Inflo-WArea=4.169,ac 30 26 Peak Elev=933.8426 ' - 24 Storage=37,443 cf 22 2 20 18 16 11 12 13 14 15 1 Time (hours) ■ ■ ■ UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-HrRainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 ■ wuiu%,m iv iu.uu sm u ioao tq Lul l rlyoroGAU bonware boiuyon5 LLU r•a ■ Summary for Pond P4P: South Vault ■ Inflow Area = 3.567 ac, 92.57% Impervious, Inflow Depth > 5.52" for 100-Yr, 24-Hr event Inflow = 26.24 cfs @ 12.01 hrs, Volume= 1.640 of ■ Outflow = 7.76 cfs @ 12.20 hrs, Volume= 1.590 af, Atten= 70%, Lag= 11.6 min Primary = 7.76 cfs @ 12.20 hrs, Volume= 1.590 of ■ Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ■ Peak Elev= 936.62' @ 12.20 hrs Surf.Area= 6,860 sf Storage= 29,780 cf ■ Plug -Flow detention time= 120.2 min calculated for 1.590 of (97% of inflow) Center -of -Mass det. time= 101.0 min (858.0 - 757.0 ) ■ Volume Invert Avail.Storage Storage Description ■ #1 932.00' 32,242 cf Custom Stage Data (Prismatic)Listed below (Recalc) 34,300 cf Overall x 94.0% Voids ■ Elevation Surf.Area Inc.Store Cum.Store ■ (feet) (sq-ft) (cubic -feet) (cubic -feet) 932.00 6,860 0 0 ■ 937.00 6,860 34,300 34,300 ■ Device Routing Invert Outlet Devices #1 Primary 931.85' 15.0" Round Culvert ■ L= 355.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 931.85' / 902.25' S= 0.0834 '/' Cc= 0.900 ■ n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 932.00' 6.0" Vert. Orifice/Grate C= 0.600 ■ #3 Device 1 934.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 ■ Width (feet) 0.50 0.50 ■ Primary OutFlow Max=7.75 cfs @ 12.20 hrs HW=936.62' (Free Discharge) Culvert (Passes 7.75 cfs of 15.03 cfs potential flow) ■ 2=Orifice/Grate (Orifice Controls 1.98 cfs @ 10.06 fps) 3=Custom Weir/Orifice (Weir Controls 5.78 cfs @ 4.99 fps) ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 31 Pond P4P: South Vault --------------. 28 26.24 cfs 26 Inflow Area=3.567 ac 24 Peak Elev=936.62' 22. -- -- o Storage=29,780 cf 18 2 16 o t4 LL 72 10 7.76 cfs e 6 4 5 6 7 8 9 10 11 12 13 Time (hours) ----1 ■Inflow ■ Primary 24 United Properties Powers Place 9/15/13 APPENDIX E WATER QUALITY CALCS (P8) Storm Water Narrative Page 110 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie. MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com ■ ■ p8-inputs.txt ■ "PS urban catchment Model, version 3.4 Run Date 09/13/13 Case chanhassen_Powers.p8c Firstoate 06/10/70 Precip(in) 535.9 Title Powers Proposed LastDate 12/31/88 Rain(in) 453.56 ■ PrecFile msp_4989.pcp Events 1321 snow(in) 82.35 PartFcle nurp50.p8p TOtalHrs 162490 TotalYrs 18.54 ■ case Title Powers Proposed case Data File Chanhassen_Powers.p8c ■ Path H:\2013\2013-057.1 Chanhassen Site - United Properties\Drainage\P8\ case Notes: Powers Place - note the vault does not infiltrate, however 0.50 ■ inch per day out of the vault of infiltration (removal) is assumed for irrigation purposes. P25 assumes street runoff will be indirectly Storm Data File msp_4989.pcp ■ Particle File nurp50.p8p Air Temp File File msp_4889.tmp ■ Time steps Per Hour 4 Minimum Inter -Event Time (hrs) 10 maximum continuity Error % 2 ■ Rainfall Breakpoint (inches) 0.8 Precipitation Scale Factor 1 Air Temp Offset (de -F) 0 ■ LOOPS Thru Storm File 1 simulation Dates Start 6/1/1970 ■ Keep 6/1/1970 stop 12/31/1988 ■ max snowfall Temperature (deg-f) 32.0 snowmelt Temperature (deg-f) 32.0 snowmelt coef (in/degF-Day) 0.06 ■ Soil Freeze Temp (deg-F) 32.0 snowmelt Abstraction Factor 1.00 Evapo-Trans. calibration Factor 1.00 ■ Growing season Start month 5 Growing season End Month 10 ■ 5-Day Antecedent Rainfall + Runoff (inches) CN Antecedent moisture condition AMC-iI AMC -III Growing season 1.40 2.10 ■ NonGrowing season 0.50 1.10 watershed Data ■ watershed Name P3S P25 P4s Runoff to Device P5P SM_RG PSP Infiltration to Device ■ watershed Area 4.15 6.15 3.57 Scs curve Number (Pervious) 70 70 70 Scale Factor for Pervious Runoff 1 1 1 ■ Indirectly connected Impery Frac 0 0.11 0 Unswept Impervious Fraction 0.98 0 0.93 UnSwept Depression storage (inch 0.02 0.02 0.02 ■ Unswept Imperv. Runoff Coefficie 0.9 0.9 0.9 UnSwept scale Factor for Particl 1 1 1 Swept Impervious Fraction 0 0 0 ■ swept Depression Storage (inches 0.02 0.02 0.02 Swept Imperv. Runoff coefficient 1 1 1 Swept scale Factor for Particle 1 1 1 ■ Sweeping Frequency 0 0 0.5 sweeping Efficiency 1 1 1 Sweeping start Date (MMDD) 101 101 101 ■ Sweeping stop Date (MMDD) 1231 1231 1231 Device Data ■ Device Name P5P sm_RG Device Type POND INF_BASIN Infiltration outlet ■ Normal outlet spillway Outlet Particle Removal scale Factor 1 1 ■ Bottom Elevation (ft) 933 895 Bottom Area (acres) 0.36 0.01 Permanent Pool Area (acres) 0.36 ■ Permanent Pool volume (ac-ft) 1.03 Perm Pool Infilt Rate (in/hr) 0.025 Flood Pool Area (acres) 0.36 0.03 ■ Flood Pool volume (ac-ft) 1.72 0.05 Flood Pool infilt Rate (in/hr) 0.025 0.25 Infilt Basin void Fraction (%) 100 Detention Pond outlet Parameters ■ Outlet Type ORIFICE ■ Page 1 ■ Outlet orifice Diameter (in) orifice Discharge coef Outlet weir Length (ft) weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) Slope of Flow Path % Bottom width (ft) side Slope (ft-v/ft-h) maximum Depth of Flow (ft) mannings n Constant Hydraulic model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) Particle Data Particle File nurp50.p8p Particle Class PO% Filtration Efficiency 90 settling velocity (ft/ 0 First Order Decay Rate 0 2nd Order Decay (1/day 0 Impervious Runoff Conc 1 Pervious Runoff Conc ( 1 Pervious Conc Exponent 0 Accum. Rate (lbs-ac-da 0 Particle Removal Rate 0 washoff coefficient 0 washoff Exponent 0 Sweeper Efficiency 0 water Quality component Data Component Name TSS water Quality Criteria (ppm) Level 1 5 Level 2 10 Level 3 20 Content Scale Factor 1 Particle Composition (mg/kg0) P10% 1000000 P30% 1000000 P50% 1000000 P80% 1000000 p8-inputs.txt 11 0.6 P10% P30% P50% P80% 100 100 100 100 0.03 0.3 1.5 is 0 0 0 0 0 0 0 0 0 0 0 0 100 100 100 200 1 1 1 1 1.75 1.7S 1.75 3.5 0.25 0.25 0.25 0.25 20 20 20 20 2 2 2 2 0 0 s 1s TP TKN Cu PB ZN HC 0.025 2 2 0.02 5 0.1 0.05 1 0.0048 0.014 0.0362 0.5 0.1 0.5 0.02 0.15 0.38 1 1 1 1 1 1 1 99000 600000 13600 2000 640000 250000 38SO 15000 340 180 1600 22500 38SO 15000 340 180 1600 22500 3850 15000 340 180 1600 22500 0 0 340 180 0 22500 Page 2 ■ ■ p8-outputs.txt ■ "PS urban catchment Model, version 3.4 09/13/13 Case chanhassen_Powers.p8c FirstDate 06/10/70 ■ 535.9 Title Powers Proposed LastDate 12/31/98 453.56 ■ PrecFile msp_4989.pcp Events 1321 82.35 Part File nurp5O.p8p TotalHrs 162490 ■ 18.54 ■ Mass Balances by Device and variable Device: OVERALL Type: NOME variable: PO% ■ Mass Balance Term FIOw_aCft Flow_Cfs Load_lbs Load_lbs/yr contppm 01 watershed inflows 327.00 0.02 888.8 47.9 1.00 ■ 03 infiltrate 116.96 0.01 316.6 17.1 1.00 04 exfiltrate 116.96 0.01 31.7 1.7 0.10 05 filtered 0.00 0.00 284.9 15.4 ■ 06 normal outlet 181.56 0.01 492.5 26.6 1.00 07 spillway outlet 28.75 0.00 78.1 4.2 1.00 09 total inflow 327.00 0.02 888.8 47.9 1.00 ■ 10 surface outflow 23.0.31 0.02 570.6 30.8 1.00 11 groundw outflow 116.96 0.01 31.7 1.7 0.10 12 total outflow 327.27 0.02 602.3 32.5 0.68 ■ 13 total trapped 0.00 0.00 284.9 15.4 14 storage increase -0.27 0.00 1.6 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 32.1 32.1 Device: OVERALL Type: NONE Variable: P1O% ■ Mass Balance Term F10W_aCft FloW_Cf5 LOad_lb5 Load_lbs/yr conLppm 01 watershed inflows 327.00 0.02 19435.7 1048.5 21.87 ■ 03 infiltrate 116.96 0.01 830.8 44.8 2.61 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 830.8 44.8 ■ 06 normal outlet 181.56 0.01 4069.7 219.5 8.25 07 spillway outlet 28.75 0.00 30S8.6 16S.0 39.14 08 sedimen + decay 0.00 0.00 11476.6 619.1 ■ 09 total inflow 327.00 0.02 19435.7 1048.5 21.87 10 surface outflow 210.31 0.02 7128.3 384.6 12.47 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 ■ 12 total outflow 327.27 0.02 7128.3 384.6 8.01 13 total trapped 0.00 0.00 12307.4 664.0 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 63.3 63.3 ■ Device: OVERALL Type: NONE variable: P30% Mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr Contppm ■ 01 watershed inflows 327.00 0.02 19435.7 1048.5 21.87 03 infiltrate 116.96 0.01 109.2 5.9 0.34 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 ■ OS filtered 0.00 0.00 109.2 5.9 06 normal outlet 181.56 0.01 2099.7 113.3 4.25 07 spillway outlet 28.75 0.00 2969.0 160.2 38.00 ■ 08 sedimen + decay 0.0o 0.00 14257.8 769.2 09 total inflow 327.00 0.02 19435.7 1048.5 21.87 10 surface outflow 210.31 0.02 S068.7 273.4 8.87 ■ 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 12 total outflow 327.27 0.02 5068.7 273.4 5.70 13 total trapped 0.00 0.00 14367.0 775.1 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 73.9 73.9 ■ Device: OVERALL Type: NONE variable: PSO% ■ Mass Balance Term Flow_acft FlOW_Cfs Load_lb5 Load_lbs/yr COnc.ppm 01 watershed inflows 327.00 0.02 19435.7 1048.5 21.87 03 infiltrate 116.96 0.01 26.4 1.4 0.08 ■ 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 26.4 1.4 06 normal outlet 181.56 0.01 872.1 47.0 1.77 ■ 07 spillway outlet 28.75 0.00 2770.3 149.5 35.45 08 sedimen + decay 0.00 0.00 15766.9 850.6 09 total inflow 327.00 0.02 19435.7 1049.5 21.87 ■ 10 surface outflow 210.31 0.02 3642.4 196.5 6.37 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 ■ Page 1 ■ Run Date Precip(in) Rain(in) snow(in) Totalyrs ■ ■ p8-outputs.txt ■ 12 total outflow 327.27 0.02 3642.4 196.5 4.09 13 total trapped 0.00 0.00 15793.3 852.0 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 81.3 81.3 ■ Device: OVERALL Type: NONE Variable: P80% Mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr conc-ppm ■ 01 watershed inflows 327.00 0.02 38871.4 2097.0 43.74 03 infiltrate 116.96 0.01 8.0 0.4 0.03 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 8.0 0.4 06 normal outlet 181.56 0.01 140.9 7.6 0.29 07 spillway outlet 28.75 0.00 3740.4 201.8 47.87 ■ 08 sedimen + decay 0.00 0.00 34982.2 1887.2 09 total inflow 327.00 0.02 38871.4 2097.0 43.74 10 surface outflow 210.31 0.02 3881.3 209.4 6.79 ■ 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 12 total outflow 327.27 0.02 3881.3 209.4 4.36 13 total trapped 0.00 0.00 34990.2 1887.6 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 90.0 90.0 ■ Device: OVERALL Type: NONE Variable: T55 ■ Mass Balance Term Flow_aCft Flow_Cfs Load_lbs Load_lbs/yr Conc ppm 01 watershed inflows 327.00 0.02 97178.6 5242.6 109.34 03 infiltrate 116.96 0.01 974.4 52.6 3.07 ■ 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 974.4 52.6 06 normal outlet 181.56 0.01 7182.3 387.5 14.55 ■ 07 spillway outlet 28.75 0.00 12538.3 676.4 160.46 08 sedimen + decay 0.00 0.00 76483.5 4126.1 09 total inflow 327.00 0.02 97178.6 5242.6 109.34 ■ 10 surface outflow 210.31 0.02 19720.7 1063.9 34.50 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 12 total outflow 327.27 0.02 19720.7 1063.9 22.17 ■ 13 total trapped 0.00 0.00 77457.9 4178.7 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 79.7 79.7 Device: OVERALL Type: NONE Variable: TP ■ Mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr Conc-ppm 01 watershed inflows 327.00 0.02 312.5 16.9 0.35 ■ 03 infiltrate 116.96 0.01 35.1 1.9 0.11 04 exfiltrate 116.96 0.01 3.1 0.2 0.01 05 filtered 0.00 0.00 31.9 1.7 ■ 06 normal outlet 181.56 0.01 75.9 4.1 0.15 07 spillway outlet 28.75 0.00 41.6 2.2 0.53 08 sedimen + decay 0.00 0.00 159.8 8.6 ■ 09 total inflow 327.00 0.02 312.S 16.9 0.35 10 surface outflow 210.31 0.02 117.S 6.3 0.21 11 groundw outflow 116.96 0.01 3.1 0.2 0.01 ■ 12 total outflow 327.27 0.02 120.6 6.5 0.14 13 total trapped 0.00 0.00 191.7 10.3 14 storage increase -0.27 0.00 0.2 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 61.4 61.4 ■ Device: OVERALL Type: NONE Variable: TKN Mass Balance Term Flow_acft F1oW_Cf5 Load_lb5 Load_lbs/yr COnc.ppm ■ 01 watershed inflows 327.00 0.02 1407.9 76.0 1.58 03 infiltrate 116.96 0.01 204.4 11.0 0.64 04 exfiltrate 116.96 0.01 19.0 1.0 0.06 ■ OS filtered 0.00 0.00 185.5 10.0 06 normal outlet 181.56 0.01 401.1 21.6 0.81 07 spillway outlet 28.75 0.00 178.9 9.6 2.29 ■ 08 sedimen + decay 0.00 0.00 622.5 33.6 09 total inflow 327.00 0.02 1407.9 76.0 1.58 10 surface outflow 210.31 0.02 580.0 31.3 1.01 ■ 11 groundw outflow 116.96 0.01 19.0 1.0 0.06 12 total outflow 327.27 0.02 598.9 32.3 0.67 13 total trapped 0.00 0.00 808.0 43.6 ■ 14 storage increase -0.27 0.00 1.0 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 57.4 57.4 ■ Device: OVERALL Type: NONE Variable: CU . Page 2 ■ p8-outputs.txt . Mass Balance Term Flow_acft Flow_Cfs LOad_lbs Load_lbs/yr COnc-ppM 01 watershed inflows 327.00 0.02 45.1 2.4 0.05 . 03 infiltrate 116.96 0.01 4.6 0.3 0.01 04 exfiltrate 116.96 0.01 0.4 0.0 0.00 05 filtered 0.00 0.00 4.2 0.2 . 06 normal outlet 181.56 0.01 9.1 0.5 0.02 07 spillway outlet 28.75 0.00 5.3 0.3 0.07 08 sedimen + decay 0.00 0.00 26.0 1.4 ■ 09 total inflow 327.00 0.02 45.1 2.4 0.05 10 surface outflow 210.31 0.02 14.5 0.8 0.03 11 groundw outflow 116.96 0.01 0.4 0.0 0.00 ■ 12 total outflow 327.27 0.02 14.9 0.8 0.02 13 total trapped 0.00 0.00 30.2 1.6 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 66.9 66.9 Device: OVERALL Type: NONE Variable: PB Mass Balance Term Flow_acft FI0w_Cf5 LOad_lb5 Load_lbs/yr conc ppm ■ 01 watershed inflows 327.00 0.02 19.3 1.0 0.02 03 infiltrate 116.96 0.01 0.8 0.0 0.00 04 exfiltrate 116.96 0.01 0.1 0.0 0.00 ■ 05 filtered 0.00 0.00 0.7 0.0 06 normal outlet 181.56 0.01 2.3 0.1 0.00 07 spillway outlet 28.75 0.00 2.4 0.1 0.03 ■ 08 sedimen + decay 0.00 0.00 13.8 0.7 09 total inflow 327.00 0.02 19.3 1.0 0.02 10 surface outflow 210.31 0.02 4.7 0.3 0.01 ■ 11 groundw outflow 116.96 0.01 0.1 0.0 0.00 12 total outflow 327.27 0.02 4.8 0.3 0.01 13 total trapped 0.00 0.00 14.S 0.8 . 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction C%) 0.00 0.00 75.3 75.3 ■ Device: OVERALL Type: NONE Variable: ZN ■ Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr conc-ppm 01 watershed inflows 327.00 0.02 662.1 35.7 0.74 03 infiltrate 116.96 0.01 204.2 11.0 0.64 ■ 04 exfiltrate 116.96 0.01 20.3 1.1 0.06 05 filtered 0.00 0.00 183.9 9.9 06 normal outlet 181.56 0.01 326.4 17.6 0.66 . 07 spillway outlet 28.75 0.00 64.1 3.5 0.82 08 sedimen + decay 0.00 0.00 66.4 3.6 09 total inflow 327.00 0.02 662.1 35.7 0.74 ■ 10 surface outflow 210.31 0.02 390.5 21.1 0.68 11 groundw outflow 116.96 0.01 20.3 1.1 0.06 12 total outflow 327.27 0.02 410.8 22.2 0.46 . 13 total trapped 0.00 0.00 250.3 13.5 14 storage increase -0.27 0.00 1.0 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 . Reduction (%) 0.00 0.00 37.8 37.9 Device: OVERALL Type: NONE Variable: HC Mass Balance Term Flow_aCft Flow_Cfs Load_lbs LOad_lbs/yr Conc_.ppm 01 watershed inflows 327.00 0.02 2408.7 129.9 2.71 ■ 03 infiltrate 116.96 0.01 101.1 5.5 0.32 04 exfiltrate 116.96 0.01 7.9 0.4 0.02 05 filtered 0.00 0.00 93.2 5.0 ■ 06 normal outlet 181.56 0.01 284.7 15.4 0.58 07 spillway outlet 28.75 0.00 301.6 16.3 3.86 08 sedimen + decay 0.00 0.00 1720.9 92.8 ■ 09 total inflow 327.00 0.02 2408.7 129.9 2.71 10 surface outflow 210.31 0.02 586.4 31.6 1.03 11 groundw outflow 116.96 0.01 7.9 0.4 0.02 ■ 12 total outflow 327.27 0.02 594.3 32.1 0.67 13 total trapped 0.00 0.00 1814.0 97.9 14 storage increase -0.27 0.00 0.4 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 75.3 75.3 ■ Device: P5P Type: POND Variable: PO% Mass Balance Term Flow_aCft Flow_Cfs LOad_lb5 Load_lbs/yr conc-ppm 01 watershed inflows 293.69 0.02 798.2 43.1 1.00 03 infiltrate 109.78 0.01 297.1 16.0 1.00 04 exfiltrate 109.78 0.01 29.7 1.6 0.10 05 filtered 0.00 0.00 267.4 14.4 06 normal outlet 181.56 0.01 492.5 26.6 1.00 ■ Page 3 p8-outputs.txt . 07 spillway outlet 2.61 0.00 7.1 0.4 1.00 09 total inflow 293.69 0.02 798.2 43.1 1.00 10 surface outflow 184.18 0.01 499.6 27.0 1.00 ■ 11 groundw outflow 109.78 0.01 29.7 1.6 0.10 12 total outflow 293.96 0.02 529.3 28.6 0.66 13 total trapped 0.00 0.00 267.4 14.4 ■ 14 storage increase -0.27 0.00 1.6 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 33.5 33.5 ■ Device: P5P Type: POND variable: P10% ■ Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc ppm 01 watershed inflows 293.69 0.02 16332.7 881.1 20.46 03 infiltrate 109.78 0.01 793.2 42.8 2.66 . 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 793.2 42.8 06 normal outlet 181.56 0.01 4069.7 219.5 8.25 ■ 07 spillway outlet 2.61 0.00 47.2 2.5 6.64 08 sedimen + decay 0.00 0.00 11422.6 616.2 09 total inflow 293.69 0.02 16332.7 881.1 20.46 ■ 10 surface outflow 184.18 0.01 4116.9 222.1 8.22 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 12 total outflow 293.96 0.02 4116.9 222.1 5.15 ■ 13 total trapped 0.00 0.00 12215.8 659.0 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 . Reduction (%) 0.00 0.00 74.8 74.8 Device: PSP Type: POND Variable: P30% ■ Mass Balance Term Flow_a[ft Flow_Cf5 Load_lbs Load_lbs/yr COnc ppm 01 watershed inflows 293.69 0.02 16332.7 881.1 20.46 ■ 03 infiltrate 109.78 0.01 97.9 5.3 0.33 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 97.9 5.3 ■ 06 normal outlet 181.56 0.01 2099.7 113.3 4.25 07 spillway outlet 2.61 0.00 41.0 2.2 5.77 08 sedimen + decay 0.00 0.00 14094.1 760.3 ■ 09 total inflow 293.69 0.02 16332.7 881.1 20.46 10 surface outflow 184.18 0.01 2140.7 115.5 4.28 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 ■ 12 total outflow 293.96 0.02 2140.7 115.S 2.68 13 total trapped 0.00 0.00 14192.0 765.6 14 storage increase -0.27 0.00 0.0 0.0 . 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 86.9 86.9 . Device: PSP Type: POND variable: P50% Mass Balance Term Flow_acft Flow_Cfs Load_lbs LOad_lbs/yr conc ppm . 01 watershed inflows 293.69 0.02 16332.7 881.1 20.46 03 infiltrate 109.78 0.01 21.4 1.2 0.07 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 . OS filtered 0.00 0.00 21.4 1.2 06 normal outlet 181.56 0.01 872.1 47.0 1.77 07 spillway outlet 2.61 0.00 33.3 1.8 4.68 . 08 sedimen + decay 0.00 0.00 15405.9 831.1 09 total inflow 293.69 0.02 16332.7 881.1 20.46 10 surface outflow 184.18 0.01 905.4 48.8 1.81 . 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 12 total outflow 293.96 0.02 905.4 48.8 1.13 13 total trapped 0.00 0.00 1S427.3 832.3 . 14 storage increase -0.27 0.00 0.0 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 Reduction (%) 0.00 0.00 94.5 94.5 ■ Device: PSP Type: POND variable: P80% ■ Mass Balance Term FlDW_aCft F10W_Cfs LOad_lbs Load_lbs/yr conc ppm 01 watershed inflows 293.69 0.02 32665.4 1762.2 40.92 03 infiltrate 109.78 0.01 4.S 0.2 0.02 ■ 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 4.5 0.2 06 normal outlet 181.56 0.01 140.9 7.6 0.29 . 07 spillway outlet 2.61 0.00 23.2 1.3 3.27 08 sedimen + decay 0.00 0.00 32496.8 1753.1 09 total inflow 293.69 0.02 32665.4 1762.2 40.92 10 surface outflow 184.18 0.01 164.1 8.9 0.33 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 12 total outflow 293.96 0.02 164.1 8.9 0.21 13 total trapped 0.00 0.00 32501.3 1753.4 14 storage increase -0.27 0.00 0.0 0.0 . Page 4 ■ ■ p8-outputs.txt ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 99.5 99.5 ■ Device: PSP Type: POND Variable: TSS Mass Balance Term Flow_aCft F1oW_Cfs Load_lbs Load_lbs/yr ConC_ppm ■ 01 watershed inflows 293.69 0.02 81663.5 4405.6 102.30 03 infiltrate 109.78 0.01 917.0 49.S 3.07 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 917.0 49.5 06 normal outlet 181.56 0.01 7182.3 387.5 14.S5 07 spillway outlet 2.61 0.00 144.7 7.8 20.36 ■ 08 sedimen + decay 0.00 0.00 73419.4 3960.8 09 total inflow 293.69 0.02 81663.5 4405.6 102.30 10 surface outflow 184.18 0.01 7327.0 395.3 14.64 ■ 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 12 total outflow 293.96 0.02 7327.0 395.3 9.17 13 total trapped 0.00 0.00 74336.4 4010.3 ■ 14 storage increase -0.27 0.00 0.0 0.0 1S mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 91.0 91.0 ■ Device: PSP Type: POND Variable: TP ■ mass Balance Term Flow_aCft F10w_Cfs Load_lbs Load_lbs/yr Conc_.ppm 01 watershed inflows 293.69 0.02 267.7 14.4 0.34 03 infiltrate 109.78 0.01 32.9 1.8 0.11 ■ 04 exfiltrate 109.78 0.01 2.9 0.2 0.01 05 filtered 0.00 0.00 30.0 1.6 06 normal outlet 181.56 0.01 75.9 4.1 OAS ■ 07 spillway outlet 2.61 0.00 1.2 0.1 0.16 08 sedimen + decay 0.00 0.00 157.6 8.5 09 total inflow 293.69 0.02 267.7 14.4 0.34 ■ 10 surface outflow 184.18 0.01 77.0 4.2 0.15 11 groundw outflow 109.78 0.01 2.9 0.2 0.01 12 total outflow 293.96 0.02 80.0 4.3 0.10 ■ 13 total trapped 0.00 0.00 187.5 10.1 14 storage increase -0.27 0.00 0.2 0.0 1S mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 70.1 70.1 Device: P5P Type: POND Variable: TKN ■ mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr Concypm 01 watershed inflows 293.69 0.02 1213.9 65.5 1.52 ■ 03 infiltrate 109.78 0.01 191.9 10.4 0.64 04 exfiltrate 109.78 0.01 17.8 1.0 0.06 05 filtered 0.00 0.00 174.1 9.4 ■ 06 normal outlet 181.56 0.01 401.1 21.6 0.81 07 spillway outlet 2.61 0.00 6.1 0.3 0.86 08 sedimen + decay 0.00 0.00 613.8 33.1 ■ 09 total inflow 293.69 0.02 1213.9 65.5 1.52 10 surface outflow 184.18 0.01 407.2 22.0 0.81 11 groundw outflow 109.78 0.01 17.8 1.0 0.06 ■ 12 total outflow 293.96 0.02 425.0 22.9 0.53 13 total trapped 0.00 0.00 788.0 42.5 14 storage increase -0.27 0.00 1.0 0.1 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 64.9 64.9 ■ DeViCe: P5P Type: POND Variable: CU mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr COnc_.ppm ■ 01 watershed inflows 293.69 0.02 38.6 2.1 0.05 03 infiltrate 109.78 0.01 4.4 0.2 0.01 04 exfiltrate 109.78 0.01 0.4 0.0 0.00 ■ 05 filtered 0.00 0.00 3.9 0.2 06 normal outlet 181.56 0.01 9.1 0.5 0.02 07 spillway outlet 2.61 0.00 0.1 0.0 0.02 . 08 sedimen + decay 0.00 0.00 25.0 1.3 09 total inflow 293.69 0.02 38.6 2.1 0.05 10 surface outflow 184.18 0.01 9.3 0.S 0.02 ■ 11 groundw outflow 109.78 0.01 0.4 0.0 0.00 12 total outflow 293.96 0.02 9.7 0.5 0.01 13 total trapped 0.00 0.00 28.9 1.6 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 74.9 74.9 ■ Device: P5P Type: POND Variable: PB ■ mass Balance Term FloW_aCft Flow_Cf5 Load_lb5 Load_lbs/yr COnc-ppm 01 watershed inflows 293.69 0.02 16.3 0.9 0.02 mo Page 5 ■ ■ p8-outputs.txt ■ 03 infiltrate 109.78 0.01 0.8 0.0 0.00 04 exfiltrate 109.78 0.01 0.1 0.0 0.00 05 filtered 0.00 0.00 0.7 0.0 ■ 06 normal outlet 181.56 0.01 2.3 0.1 0.00 07 spillway outlet 2.61 0.00 0.0 0.0 0.01 08 sedimen + decay 0.00 0.00 13.2 0.7 ■ 09 total inflow 293.69 0.02 16.3 0.9 0.02 10 surface outflow 184.18 0.01 2.3 0.1 0.00 11 groundw outflow 109.78 0.01 0.1 0.0 0.00 ■ 12 total outflow 293.96 0.02 2.4 0.1 0.00 13 total trapped 0.00 0.00 13.9 0.8 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 85.4 8S.4 ■ Device: PSP Type: POND Variable: ZN mass Balance Term F1Ow_acft FIOw_Cfs Load_lbs Load_lbs/yr Conc_ppm ■ 01 watershed inflows 293.69 0.02 S89.3 31.8 0.74 03 infiltrate 109.78 0.01 191.6 10.3 0.64 04 exfiltrate 109.78 0.01 19.0 1.0 0.06 ■ 05 filtered 0.00 0.00 172.6 9.3 06 normal outlet 181.56 0.01 326.4 17.6 0.66 07 spillway outlet 2.61 0.00 4.7 0.3 0.67 ■ 08 sedimen + decay 0.00 0.00 65.5 3.5 09 total inflow 293.69 0.02 589.3 31.8 0.74 10 surface outflow 184.18 0.01 331.2 17.9 0.66 ■ 11 groundw outflow 109.78 0.01 19.0 1.0 0.06 12 total outflow 293.96 0.02 350.2 18.9 0.44 13 total trapped 0.00 0.00 238.1 12.8 ■ 14 storage increase -0.27 0.00 1.0 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 40.4 40.4 ■ Device: P5P Type: POND Variable: HC ■ mass Balance Term Flow_aCft Flow_Cfs Load_lbs Load_lbs/yr conc.ypm 01 watershed inflows 293.69 0.02 2037.0 3.09.9 2.55 03 infiltrate 109.78 0.01 94.9 5.1 0.32 ■ 04 exfiltrate 109.78 0.01 7.4 0.4 0.02 05 filtered 0.00 0.00 87.5 4.7 06 normal outlet 181.56 0.01 284.7 15.4 0.58 ■ 07 spillway outlet 2.61 0.00 5.0 0.3 0.71 08 sedimen + decay 0.00 0.00 1651.9 89.1 09 total inflow 293.69 0.02 2037.0 109.9 2.55 ■ 10 surface outflow 184.18 0.01 289.7 15.6 0.58 11 groundw outflow 109.78 0.01 7.4 0.4 0.02 12 total outflow 293.96 0.02 297.2 16.0 0.37 ■ 13 total trapped 0.00 0.00 1739.4 93.8 14 storage increase -0.27 0.00 0.4 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 85.4 85.4 Device: Sm_RG Type: INF_BASIN Variable: PO% ■ mass Balance Term F1Ow_aCft Flow_Cfs LOad_lbs LOad_lbs/yr contppm 01 watershed inflows 33.31 0.00 90.S 4.9 1.00 ■ 03 infiltrate 7.17 0.00 19.5 1.1 1.00 04 exfiltrate 7.17 0.00 1.9 0.1 0.10 05 filtered O.DO 0.00 17.5 0.9 ■ 07 spillway outlet 26.14 0.00 71.0 3.8 1.00 09 total inflow 33.31 0.00 90.5 4.9 1.00 10 surface outflow 26.14 0.00 71.0 3.8 1.00 ■ it groundw outflow 7.17 0.00 1.9 0.1 0.10 12 total outflow 33.31 0.00 73.0 3.9 0.81 13 total trapped 0.00 0.00 17.5 0.9 ■ 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.D0 0.00 0.0 0.0 Reduction (%) 0.00 0.00 19.4 19.4 ■ Device: Sm_RG Type: INF-BASIN Variable: P10% ■ mass Balance Term Flow_aCft Flow_Cf5 LOad_lbs Load_lbs/yr Conc_.ppm 01 watershed inflows 33.31 0.00 3103.0 167.4 34.27 03 infiltrate 7.17 0.00 37.S 2.0 1.92 ■ 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 37.5 2.0 07 spillway outlet 26.14 0.00 3011.4 162.S 42.39 ■ 08 sedimen + decay 0.00 0.00 54.0 2.9 09 total inflow 33.31 0.00 3103.0 167.4 34.27 10 surface outflow 26.14 0.00 3011.4 162.5 42.39 ■ 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 3011.4 162.5 33.26 ■ Page 6 ■ ■ ■ p8-outputs.txt ■ 13 total trapped 0.00 0.00 91.6 4.9 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 3.0 3.0 Device: sm-RG Type: INF_BASIN variable: P30% ■ mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr conc ppm 01 watershed inflows 33.31 0.00 3103.0 167.4 34.27 ■ 03 infiltrate 7.17 0.00 11.4 0.6 0.58 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 11.4 0.6 ■ 07 spillway outlet 26.14 0.00 2928.0 158.0 41.22 08 sedimen + decay 0.00 0.00 163.7 8.8 09 total inflow 33.31 0.00 3103.0 167.4 34.27 ■ 10 surface outflow 26.14 0.00 2928.0 158.0 41.22 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 2928.0 158.0 32.34 ■ 13 total trapped 0.00 0.00 175.0 9.4 14 storage increase 0.00 0.0o 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 S.6 S.6 Device: SM-RG Type: INF_BASIN Variable: P50% ■ mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr Conc-ppm 01 watershed inflows 33.31 0.00 3103.0 167.4 34.27 ■ 03 infiltrate 7.17 0.00 S.0 0.3 0.26 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 5.0 0.3 ■ 07 spillway outlet 26.14 0.00 2737.1 147.7 38.53 08 sedimen + decay 0.00 0.00 360.9 19.5 09 total inflow 33.31 0.00 3103.0 167.4 34.27 ■ 10 surface outflow 26.14 0.00 2737.1 147.7 38.53 11 groundw, outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 2737.1 147.7 30.23 ■ 13 total trapped 0.00 0.00 366.0 19.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 11.8 11.8 Device: sm-RG Type: INF_BASIN variable: P80% ■ mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr Conc.ppm 01 watershed inflows 33.31 0.00 6206.0 334.8 68.55 ■ 03 infiltrate 7.17 0.00 3.5 0.2 0.18 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 3.5 0.2 ■ 07 spillway outlet 26.14 0.00 3717.2 200.5 52.33 08 sedimen + decay 0.00 0.00 2485.4 134.1 09 total inflow 33.31 0.00 6206.0 334.8 68.55 ■ 10 surface outflow 26.14 0.00 3717.2 200.5 52.33 it groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 3717.2 200.5 41.06 ■ 13 total trapped 0.00 0.00 2488.9 134.3 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 40.1 40.1 Device: Sm_RG Type: INF_BASIN Variable: TSS ■ mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr conc-ppm 01 watershed inflows 33.31 0.00 15515.1 837.0 171.37 ■ 03 infiltrate 7.17 0.00 57.4 3.1 2.94 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 57.4 3.1 ■ 07 spillway outlet 26.14 0.00 12393.7 668.6 174.47 08 sedimen + decay 0.00 0.00 3064.1 165.3 09 total inflow 33.31 0.00 15515.1 837.0 171.37 . 10 surface outflow 26.14 0.00 12393.7 668.6 174.47 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 12393.7 668.6 136.89 ■ 13 total trapped 0.00 0.00 3121.4 168.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 20.1 20.1 Device: Sm_RG Type: INF_BASIN Variable: TP ■ mass Balance Term Flow_aCft Flow_Cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 33.31 0.00 44.8 2.4 0.49 ■ 03 infiltrate 7.17 0.00 2.1 0.1 0.11 04 exfiltrate 7.17 0.00 0.2 0.0 0.01 ■ Page 7 ■ ■ ■ p8-outputs.txt ■ 05 filtered 0.00 0.00 1.9 0.1 07 spillway outlet 26.14 0.00 40.4 2.2 0.57 08 sedimen + decay 0.00 0.00 2.2 0.1 ■ 09 total inflow 33.31 0.00 44.8 2.4 0.49 10 surface outflow 26.14 0.00 40.4 2.2 0.57 11 groundw outflow 7.17 0.00 0.2 0.0 0.01 ■ 12 total outflow 33.31 0.00 40.6 2.2 0.4S 13 total trapped 0.00 0.00 4.2 0.2 14 storage increase 0.00 0.0o 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 9.3 9.3 ■ Device: Sm-RG Type: INF_BASIN Variable: TKN Mass Balance Term F10W_aCft FIOW_CfS LOad_lb5 LOad_lbs/yr COOC-Ipm4 ■ 01 watershed inflows 33.31 0.00 194.0 10.S 03 infiltrate 7.17 0.00 12.5 0.7 0.64 04 exfiltrate 7.17 0.00 1.2 0.1 0.06 ■ 05 filtered 0.00 0.00 11.3 0.6 07 spillway outlet 26.14 0.00 172.8 9.3 2.43 08 sedimen + decay 0.00 0.00 8.7 0.5 ■ 09 total inflow 33.31 0.00 194.0 10.5 2.14 10 surface outflow 26.14 0.00 172.8 9.3 2.43 11 groundw outflow 7.17 0.00 1.2 0.1 0.06 ■ 12 total outflow 33.31 0.00 173.9 9.4 1.92 13 total trapped 0.00 0.00 20.0 1.1 14 storage increase 0.00 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 10.3 10.3 ■ Device: sm-RG Type: INF_BASIN Variable: CU Mass Balance Term Flow_acft FIoW_cfs Load_lbs Load_lbs/yr conc ppm ■ 01 watershed inflows 33.31 0.00 6.5 0.4 0.07 03 infiltrate 7.17 0.00 0.3 0.0 0.01 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 0.3 0.0 07 spillway outlet 26.14 0.00 S.2 0.3 0.07 08 sedimen + decay 0.00 0.00 1.0 0.1 ■ 09 total inflow 33.31 0.00 6.5 0.4 0.07 10 surface outflow 26.14 0.00 5.2 0.3 0.07 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 ■ 12 total outflow 33.31 0.00 5.2 0.3 0.06 13 total trapped 0.00 0.00 1.3 0.1 14 storage increase 0.00 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 20.0 20.0 ■ Device: SM-RG Type: INF_BASIN variable: PB Mass Balance Term F10W_a[ft FIOW_CfS Load_1bS LOad_lbs/yr COnC_ppm ■ 01 watershed inflows 33.31 0.0o 3.0 0.2 0.03 03 infiltrate 7.17 0.00 0.0 0.0 0.00 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 0.0 0.0 07 spillway outlet 26.14 0.00 2.4 0.1 0.03 08 sedimen + decay 0.00 0.00 0.6 0.0 ■ 09 total inflow 33.31 0.00 3.0 0.2 0.03 10 surface outflow 26.14 0.00 2.4 0.1 0.03 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 ■ 12 total outflow 33.31 0.00 2.4 0.1 0.03 13 total trapped 0.00 0.00 0.6 0.0 14 storage increase 0.00 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 20.1 20.1 ■ Device: Sm_RG Type: INF_BASIN Variable: ZN Mass Balance Term Flow_acft F1OW_cfs Load_lbs Load_lbs/yr Conc ppm ■ 01 watershed inflows 33.31 0.00 72.8 3.9 0.80 03 infiltrate 7.17 0.00 12.6 0.7 0.64 04 exfiltrate 7.17 0.00 1.2 0.1 0.06 ■ 05 filtered 0.00 0.00 11.3 0.6 07 spillway outlet 26.14 0.00 59.3 3.2 0.84 08 sedimen + decay 0.00 0.00 0.9 0.0 ■ 09 total inflow 33.31 0.00 72.8 3.9 0.80 10 surface outflow 26.14 0.00 S9.3 3.2 0.84 11 groundw outflow 7.17 0.00 1.2 0.1 0.06 12 total outflow 33.31 0.00 60.6 3.3 0.67 ■ 13 total trapped 0.00 0.00 12.2 0.7 14 storage increase 0.00 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 16.8 16.8 ■ Page 8 ■ p8-outputs.txt Device: SM-RG Type: INF-AASIN Variable: HC Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Contppm 01 watershed inflows 33.31 0.00 371.7 20.1 4.11 03 infiltrate 7.17 0.00 6.2 0.3 0.32 04 exfiltrate 7.17 0.00 0.5 0.0 0.02 05 filtered 0.00 0.00 5.7 0.3 07 spillway outlet 26.14 0.00 296.6 16.0 4.18 08 sedimen + decay 0.00 0.00 68.9 3.7 09 total inflow 33.31 0.00 371.7 20.1 4.11 10 surface outflow 26.14 0.00 296.6 16.0 4.18 11 groundw outflow 7.17 0.00 0.5 0.0 0.02 12 total outflow 33.31 0.00 297.1 16.0 3.28 13 total trapped 0.00 0.00 74.6 4.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 20.1 20.1 Page 9 Powers Place United Properties APPENDIX F STORM PIPE SIZING Storm Water Narrative Page 1 11 EVS 110250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Powers Place Project No.: 2013-057.1 Storm Frequency: 10 years Location: Chanhassen, MN MN State Zone: 1 Contract Mgr: DN Calculations By: BMJ File: Chan storm Pipe Sizing_MN.xls Date: 09/15/13 Tc - Time of Conc. I - Intensity Q - Rate Pipe Segment A - Trib. Areas C - COef. From To CB S.F. CB Ac. Pipe Ac. CB Pipe Indiv. Avg. CB Min. Pipe Min. Total Min. CB In/Hr Total In/Hr CB CFS Pipe CFS Len. Ft. Dia. In. Grade % Hyd. Grade Mat'I. Man's. n Vel. Ft/S Cap. CFS Excess Ca . Structure CB 506 CBMH 505 22,844 0.52 0.52 0.98 0.98 5.0 0.3 5.3 7.10 7.10 3.6 3.6 76.0 15 0.50 0.50 HDPE 0.010 4.8 5.9 2.3 CB 506 CBMH 505 CBMH 504 13,764 0.32 0.84 0.98 0.98 5.0 0.7 6.0 7.10 6.95 2.2 5.7 201.0 15 0.50 0.50 HDPE 0.010 4.8 5.9 0.2 CBMH 505 CBMH 504 CBMH 503 23,999 0.55 1.39 0.98 0.98 5.0 0.6 6.6 7.10 6.70 3.8 9.1 201.0 18 0.50 0.50 HDPE 0.010 5.5 9.7 0.5 CBMH 504 CBMH 503 CBMH 502 23,999 0.55 1.94 0.98 0.98 5.0 0.6 7.0 7.10 6.50 3.8 12.4 200.0 18 0.90 0.90 HDPE 0.010 •7.3 13.0 0.6 CBMH 503 CBMH 502 CBMH 501 23,999 0.55 2.49 0.98 0.98 5.0 6.4 7.4 7.10 6.50 3.8 15.9 159.0 21 0.60 0.60 HDPE 0.010 6.6 16.0 0.1 CBMH 502 CBMH 501 STUB 500 4,219 0.10 2.59 0.98 0.98 5.0 0.1 7.5 7.10 6.35 0.7 16.1 34.0 24 0.50 0.50 HDPE 0.010 6.6 20.8 4.7 CBMH 501 CB 302 CBMH 301 10,090 0.23 0.23 0.98 0.98 5.0 0.7 5.7 7.10 6.95 1 1.6 1 1.6 157.0 12 -12 0.40 0.40 HDPE 0,010 3.7 2.9 1.4 1 CB 302 CBMH 301 STUB 300 9,824 0.23 0.46 0.98 0.98 5.0 0.1 5.8 7.10 6.95 1.6 1 3.1 WO 4.00 2.50 HDPE 0.010 9.3 7.3 4.2 CBMH 301 CB 210 CBMH 201 17,321 0.40 0.40 0.98 0.98 5.0 0.1 5.1 7.10 7.10 2.8 2.8 49.0 12 1.50 1.50 HDPE 0.010 7.2 5.7 2.9 CB 210 ? CB 203 CBMH 202 12,796 0.29 0.29 0.98 0.98 5.0 0.5 5.5 7.10 7.10 2.0 2.0 202.0 12 1.60 1 b0 HDPE 0.010 7.2 5.7 3.6 CB 203 CBMH 202 CBMH 201 10,166 0.23 0.53 0.98 0.98 5.0 0.1 5.6 7.10 6.95 1.6 3.6 59.0 12 2.50 2.50 HDPE 0,010 9.3 7.3 3.7 CBMH 202 CBMH 201 STUB Z00 5,445 0.13 1.05 0.98 0.98 5.0 0.0 5.6 7.10 8.95 0.9 7.1 8.0 15 1.00 1.00 HDPE 0.010 6.8 8.4 12 CBMH 201 10250 VALLEY VIEW RD. SUITE 123 EDEN PRAIRIE, MN 55344 PHONE: 952.646.0236 FAX: 952.646.0290 v .evs-eng.com ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Storm Sewer Design Calculations Printed: 09/15/13 11:55 AM Upstream Structure I Downstream Structure Comments Top Rim Invert Build7 TypeType7 Casting Water El. Structure Top Rim Inlet Build 940.85 937.91 2.94 na R-3067 CBMH 505 940.60 937.53 3.07 940.60 937.53 3.07 48" R-3067 CBMH 504 940.60 936.53 4.07 940.60 936.33 4.27 48" R-3067 CBMH 503 940.60 935.32 5.28 940.60 935.32 5.28 48" R-3067 CBMH 502 940.60 933.52 7.08 940.60 933.32 7.28 48" R-3067 CBMH 501 939AO 932.37 7.03 939.40 932.17 7.23 48" R-3067 STUB 500 932.00 943.51 939.65 3.86 ZxT R-3067 CBMH 301 943.51 939.02 4.49 943.51 1 937.52 5.99 48" R-3067 STUB 300 936.00 939.91 936.77 3.14 TxT R-3067 CBMH 201 943.52 936.03 7.49 943.52 940.54 2.98 Z& R-3067 CBMH 202 943.52 937.51 6.01 943.52 937.51 6.01 48" R-3067 CBMH 201 943.61 936.03 7.48 943.51 935.83 7.68 48' 1 R-3067 STUB 200 935.75 10250 VALLEY VIEW RD. SUITE 123 EDEN PRAIRIE, MN 65344 PHONE: 952.646.0236 FAX: 962.646.0290 www.ev"ng.com CITY OF 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 Center 2310 Coulter Boulevard Phone:952.227.1400 Fax:952.2271404 Planning & Natural Resources Phone: 952.227.1130 Fax:952.227.1110 Public Works 7901 Park Place Phone: 952.227.1300 Fax: 952227.1310 Senior Center Phone: 952.227.1125 Fax: 952227.1110 Web Site www.ci.chanhassen.mn.us MEMORANDUM TO: Paul Oehme, Director of Public Works/City Engineer FROM: Alyson Fauske, Assistant City Engineer U'I DATE: October 28, 2013 SUBJ: Approve Development Contract and Construction Plans and Specifications for Powers Pointe PROPOSED MOTION "The City Council approves the Development Contract and Construction Plans and Specifications for Powers Pointe." City Council approval requires a simple majority vote of the City Council present. The attached development contract incorporates the conditions of approval for the final plat and construction plans and specifications. A $66,604.45 financial security is required to guarantee compliance with the terms of the development contract relating to the site grading and restoration, installation of public sanitary sewer, engineering and surveying costs, inspection costs, and installation of landscaping. The cash fees for this project total $397,600.90. A breakdown of the cash fee is shown on Page SP-3 of the development contract. The applicant has also submitted detailed construction plans and specifications for staff review and City Council approval. Staff requests that the City Council grant staff the flexibility to administratively approve the plans after working with the applicant's engineer to modify the plans accordingly. Staff recommends that the construction plans and specifications dated October 14, 2013, prepared by EVS Incorporated and the development contract dated October 28, 2013 be approved conditioned upon the following: 1. The applicant shall enter into the development contract and supply the City with a cash escrow or letter of credit for $66,604.45 and pay a cash fee of $397,600.90. 2. The applicant's engineer shall work with City staff in revising the construction plans to meet City standards. Attachments: 1. Development Contract dated October 28, 2013. 2. Construction plans and specifications are available for review in the Engineering Department. c: EVS Incorporated G:ENG\PR0JECTSW-S1Powers PointeU 0-28-2013 approve dc.doc Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow 0-41,LCIL Lei 7,"-)Ctrea- Ice C�f,ti`eloPe� S b C Minnesota Pollution ti,� _ Control Agency 520 Lafayette Road North St. Paul, MN 55155-4194 Sanitary Sewer Extension Permit Application Permittee: City of Chanhassen The pennittee is the ownedoperator, usually the municipality, of the proposed sewer system or the system that the proposed project will connect to. Individual service connection owners are not usually considered to be a permittee. Title of project: Powers Pointe Project proposer name: United Properties / EVS Inc - David Nash Project proposer phone number: 952-646-0253 Wastewater Treatment Facility: Blue Lake Permittee Contact name: Paul Oehme, P.E. Title: Director of Public Works I City Engineer Permittee contact phone number: 952-227-1169 NPDES/SDS Permit Program Doc Type: Permit Application MPCA Use Only SSE application M Date received: Check number: Facility name' NPDES/SDS #. Fee: ❑ $310 ❑ $620 ❑ $930 Project Information Project information packet must include the following: Check to be sure the project information packet submitted for all projects includes all of the following items, or it will be deemed incomplete and retumed. ❑� Completed and properly signed Application Form. All questions must be answered and all necessary signatures included. ❑� Completed and executed Design Certification for Sanitary Sewer Extension Plans and Specifications. ❑� A location map or project site plan showing the area in which project construction will occur. The map shall be on 8% x 11" paper. Please list the city of project location. ❑ Required application fee (See below for fee calculation). Please make checks payable to: Minnesota Pollution Control Agency (MPCA). Please check the box corresponding to the flow increase due to this project and include the applicable application fee. This value should correspond with the answer to question 5a. K 0-0.1 MGD (1 point = $310) ❑ >0.1-1.0 MGD (2 points = $620) ❑ >1.0 MGD (3 points = $930) The following information may be required for your project: Check the appropriate boxes if the information is required and included with your project information packet. ❑ Plans and specifications it required by Design Certification for Sanitary Sewer Extension Plans and Specifications. ® Project is served by a Sanitary Sewer District or another city's wastewater treatment facility (W WTF). Note: For projects connecting to a Metropolitan Council Environmental Services (MCES) facility, please contact Anna Bessel at 651-602-1125 or for more information, go to: httD://www.metrocouncil. org/environment/customerservice/SewerPermits.htm. Approval letter from MCES must be submitted with application to MPCA. If above box is checked, one of the following boxes must also be checked: ❑ Authorized signature is included in signature 4 on signature page. ® Approval letter is included from Sanitary Sewer District or WWTF. Project funding: Will the project receive Clean Water Revolving Fund financial assistance? ❑ Yes X No If yes, plans and specifications must be submitted for MPCA review. MPCA Information For additional information and forms see the MPCA's website at http'/iwww.t)ca.state.mn.us/enza9l5 or by contacting the MPCA at 651-296-6300 or toll -free at 800-657-3864. You can also contact the Municipal Wastewater Section staff assigned to the city the project is in. A directory of office locations can be found at: htto://www.pca.state.mn.us/about/regionsfindex.html. Send project information packet to: Fiscal Services — e floor, Minnesota Pollution Control Agency 520 Lafayette Road North, St. Paul, MN 55155 Note: No project construction may begin until you are in receipt of the required permit(s) issued by the MPCA and as defined by law under Minn. Stat. § 115.07, subd. 3. www.Pca.state.mn.us • 651-2%-6300 - 800-657-3864 - Try 651-282-5332 or 800-657-3864 • Avallabte in alternative formats wq-wwprm7-15 • 712112 Page 1 of 8 Application Form 1 2. Title of project (as shown on plans and specs): Powers Pointe Project proposer: United Properties Authorized representative (mayor, owner, CEO, eta): Brandon Champeau Project proposer address: 3600 American Blvd W, Suite 750 City: Minneapolis State: MN Zip code: 55431 Phone: 952-837.8653 Fax: 952-893-3620 E-mail: brandon.champeau@uproperbes.com The proposer is the entity requesting consideration for the construct of the project. The proposer is often a developer or other Private entity that is not the Permittee and will not be the ultimate owner of the sewer system. The Permittee, which is usually the municipality, may also propose projects. Project proposer's technical agent or consulting engineer: Dave Nash, PE Title: Director of Residential Development Name of firm or organization: EVS, Inc. Mailing address: 10250 Valley View Road, Suite 123 City: Eden Prairie State: MN Zip code: 55344 Phone: 952-646-0253 Fax: 952-646-0290 E-mail: dnash@evs-eng.com 3. Permhtee contact information Contactname: Paul Oehme Tiiie: DPW/City Engineer Phone: 952-227-1169 4. Nature of area to be served by the proposed project (Complete these items with respect to how many connections are being requested for the proposed project.) a. Residential b. Number of new homes that will be connected: 0 Number of existing homes not currently connected that will be connected to the sewer system: 0 Number of existing homes that are currently connected and will be reconnected: 0 Commercial/industrial (Projects are often described in different ways, so the parameters have been selected as common quantities. Acres means the total area of the proposed project; Lots means the number of individual properties the area will be divided into, and REU means 'Residential Equivalent Unit', or unit equivalent to one home): Commercial/Industrial that are not currently connected and will be connected: Acres: Lots: 1 (32 SAC) REU: Commercial/Industrial that are currently connected and will be reconnected: Acres: Lots: REU: c. Other service area (describe): 5. Increased flow and Five -Day Carbonaceous Biochemical Oxygen Demand (CBODS) loading from the proposed project. (How much are you seeking approval for?) a) Flow in million gallons per day (MGD): 0.035 MGD b) CBODs in pounds per day (lbslday): 62.8 c) Flow calculation (# of units from 4 above x flow per unit): Ibslday OIRceNyamhouse 30r70 (140800s1) = 32 SAC•274.4.0 peak = 34.721 gpd d) Will there be future phases or connections to the sewer system constructed for this project? []Yes ®No e) If yes, how many connections? NA How much Flow? NA MGD i) What is the total ultimate design flow capacity of the system installed with this project? 34,721 MGD (This is the design flow for which the sewer system is designed when all future projected connections are attached.) www.pca.state.mn.us • 651-296-6300 • 800-657-3864 TTY 651-282.5332 or 800-657-3864 • Available in alternative formats wq-wwprm7-15 • 712112 Page 2 of 8 6. Specification of the W WTF where flow will be treated (Contact the W WTF for current specifications.) a) Where will the wastewater be treated? (Give the specific name of the WWTF) Blue Lake b) Design Average Wet Weather flow (AW W) (use design average flow if AWW not available): 42 MGD c) Actual current annual average daily flow received in the past 12 months: 25.36 MGD d) Actual current annual average daily CBOD5 loading in the past 12 months: 240 _ _ milligrams per liter (mg/L) next e) Estimate the total number of new connections anticipated, including other projects, in the t 12 months. (Municipalities in sewer districts need only estimate the number for your municipality.) Connections f) Do the downstream collection facilities and W WTF have sufficient capacity to treat current flow and the flow from this and other approved connections not yet constructed? ® Yes ❑ No If no, explain: _ 7. Bypasses/Overflows in the collection and treatment facilities (This includes overflows from municipalities that may manage only collection systems. Provide additional pages as needed to explain.) a) Have there been any overflows, back-ups, releases or other discharges of wastewater from the collection system, including interceptor sewers, downstream of this project in the past 12-months? [-]Yes ❑f No If yes, describe: b) Have there been any bypasses, overflows, releases or other discharges of partially treated wastewater at the WWTF in the past 12-months? ❑ Yes ® No If yes, describe: c) If yes to a) orb), what steps are being taken to address those events? 8. Determination for the need of an Environmental Assessment Worksheet (EAW) Does any part of the system proposed with this project have a total ultimate average design flow greater than 1 MGD? ❑ Yes ® No Minn. R. 4410.4300, subp. 18, A. For expansion, modification, or replacement of a municipal sewage collection system resulting in an increase in design average daily flow of any part of that system by 1,000,000 gallons per day or more if the discharge is to a wastewater treatment facility with a capacity less than 20,000,000 gallons per day or for expansion, modification, or replacement of a municipal sewage collection system resulting in an increase in design average daily flow of any part of that system by 2,000,000 gallons per day or more if the discharge is to a wastewater treatment facility with the capacity of 20,000,000 gallons or greater, the MPCA shall be the Responsible Government Unit (RGU). (Even if there are no connections proposed as part of this project an EAW must be completed prior to issuance of a permit.) Has the project been reviewed in a previous Environmental Assessment Worksheet (EAW)? ❑ Yes K No If yes, note the name of the project reviewed in the EAW, the RGU, and the date of the negative declaration: Name of the project reviewed in EAW: Responsible Governmental Unit: Date of the negative declaration: 9. Administrative table (Complete the following table to be used for administrative purposes.) Note: If completing form electronically, this section will fill in automatically based on above entries. Permittee: City of Chanhassen Project title: Powers Pointe Flow increase MGD (from 5a): .035 MGD BOD5 increase Ibs/day (tram 5b): 62.8 Number of new homes connected (tram 4a): 0 Number of existing homes not connected that will be connected (from 4a): 0 Commercial/Industrial that are not currently connected and will be connected (from 4b): Acres: NA Lots: 1 REU: NA Other service area description (from 4c): www.pca.state.mn.us • 651-2%-6300 • 800-657-3864 TTY 651-282-5332 or BW-657-3864 • Available in alternative formats wq-wwprm7-15 • 712112 Page 3 of 8 Certification and Signature Federal Regulations (40 CFR Part 122.22) and State Regulations (Minn. Rule 7001.0060) require all permit applications to be signed as follows: A. For a corporation: by a responsible corporate officer. For the purpose of this permit, a responsible corporate officer means. 1.) a president, secretary, treasurer or vice president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision -making functions for the corporation; or 2.) The manager of one or more manufacturing, production or operating facilities employing more than 250 persons or having a gross annual sales or expenditures exceeding 425 million, if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. B. For a partnership or sole proprietorship: by a general partner or the proprietor, respectively. C. For a municipality, county or other political subdivision: by a principal executive officer or ranking elected official. D. For a state, federal or other public agencytagents: by a commissioner, assistant or deputy commissioner; director, assistant or deputy director. 1. Project Proposees Signature "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible forgathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Name (print): Brandon Champeau Title: Assistant Vice President Authorized signature: Date: 2. Design Engineer's Certification and Signature "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Name (print): Dave Nash Title: Professional Engineer Authorized signature: J13Y U1.,Date: 10/18/13 PE Registration No. 21836 3. Permittee's Approval "My signature, or the signature of a delegated official, represents the approval of this project's connection to the sewer system and/or wastewater treatment facility under my jurisdiction. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment." Name (print): Paul Oehme Title: Public Works Director / City Engineer Authorized signature: Date: 4. Sanitary District or WWTF Approval • Authorized Municipal Official Signature (or delegated authority) from Sanitary Sewer District or Municipality, if different than Permittee. "My signature, or the signature of a delegated official, represents the approval of this project's connection to the sewer system and/or wastewater treatment facility under my jurisdiction. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment." If the Sanitary Sewer District or Regional treatment authority has provided project approval under a separate process, a copy of that approval letter may be submitted with this application In place of this signature. Name (print): Title: Authorized signature: Date: www.pca.state.mn.us • 651-2%-6300 • 800-657-3864 TrY 651-282-5332 or 800-657-3864 • Avattable in attemattve formats wq-wwwrn7-15 • 712112 Page 4 of 8 Design Certification for Sanitary Sewer Extension Plans and Specifications Title of plans and specifications: Powers POinte All sanitary sewer extensions shall be designed according to the latest version of the following recommendations, specifications, and guidelines (specific MPCA guidelines take precedence over other documents): • Recommended Standards for Wastewater Facilities, Great Lakes — Upper Mississippi River Board of State and Provincial Public Health and Environmental Managers. (Ten States Standards) • Standard Utilities Specification, City Engineers Association of Minnesota. • Design Flow and Loading Determination Guidelines, Minnesota Pollution Control Agency. Fast track review process a. Answer questions No. 1-52 below. b. If both questions No. 29 and 52 are answered Yes: 1. Sign the Fast Track Certification Statement if applicable. 2. Do not submit plans and specifications (plans and specifications for some projects may be required to be submitted for review as part of a random audit to verify compliance with applicable standards). Detailed review process (This process may require additional time for completion) a. Answer questions No. 1-52 below. b. If either question No. 29 or 52 are answered No: 1. Do not sign the Fast Track Certification statement. 2. Sign the Statement for Detailed Review. 3. Provide justification for not following the specified recommendations. 4. Submit plans and specifications for review and approval. Design Flow: 1. What is the per capita or per unit per day design flow? 34,721 gal/day 2. If the design flow is less than 100 gallons per person per day, is the total based on an analysis of actual existing per capita flow to the treatment facility? N/A 3. What is the design peaking factor? 4.0 Sewer Pipe: Yes No WA El ❑ 4. Are all sewers designed without an overflow or bypass point? ❑ 0 ❑ 5. Are all gravity sewers at least 8 inches in diameter? (Answer N/A only if there are no gravity sewers.) ❑ ❑ 6. Are all sewers sufficiently deep to receive wastewater from basements and to prevent freezing, or is insulation provided for sewers that are not placed at a depth to prevent freezing? El ❑ 7. Is all nonconductive sewer pipe designed to be installed with a locate wire or equally effective means of marking the location in accordance with Minn. R. 7560.0150? Additional information for this rule can be obtained from the Minnesota Office of Pipeline Safety website at htto://www.dos.state.mn.us/i)ipelinefindex.html or by calling 651-296-9636. 8. How will pipe be marked for location? Tracer Wife ❑ ❑ .❑ 9. If there are sewers that cross or enter any water body, has the Minnesota Department of Natural Resources (DNR) been contacted to determine if the project will require a permit for construction? (Answer N/A only if there are no sewers located in a water body.) www.pca.state.mn.us • 651-2%-6300 • 8W657-3864 TTY 651-282-5332 or BW-657-3864 • Available in alternative formats wq-wwprm7-15 • 712112 Pose 5 of 8 Sewer Pipe (condnued): Yea No WA ❑ ❑ j] 10. If the project has the potential to adversely impact wetlands, has a permit or approval from another official statewide program (U.S. Army Corps of Engineers, DNR, or Minnesota Weflands Conservation Act) been issued to specifically address the project? (Answer N/A only if there are no impacts to wetlands.) 11. Name of program and permit number: ❑ ❑ ❑ 12. If the project has the potential to adversely impact wetlands and a permit or approval from another official statewide program is not require, has the mitigation sequence according to Minn. R. 7050.0186. subp. 2, been followed? (Answer WA only i/ there are no impacts to wetlands or a permit as described in 410 is required.) Check the box corresponding to the steps in the sequence followed: ❑1. avoid the impact altogether ❑2. minimize the impact by limiting the degree or magnitude of the actions and by taking affirmative actions to rectify the impact and reduce or eliminate the impact over time ❑3. mitigate the unavoidable impacts by compensation according to the rule. ❑ ❑ ❑ 13. Do the design plans and specification contain specific size and location requirements for reaction blocking or pipe restraint to withstand water hammer and other cyclic reversal of stresses associated with lift station operation? (Answer N/A only if there are no pressure sewers.) ❑ ❑ ❑ 14. Is there an air relief or vacuum relief valve provided at all high points in force mains? (Answer N/A only if there are no pressure sewers.) ❑ ❑ El 15. Are grinder pumps or other solids removal equipment included for any force main that is less than 4 inches in diameter? (Answer N/A only if there is no pressure sewer or force main less than 4 inches.) E) ❑ 16. Are all sewers designed with mean velocities when flowing full, of at least 2.0 feet per second, based on Manning's formula using an "n" value of 0.013? 0 ❑ ❑ 17. Is the slope of 8-inch diameter gravity sewer at least 0.40 percent; 10-inch diameter sewer at least 0.28 percent; 12-inch diameter sewer at least 0.22 percent; 14-inch diameter sewer at least 0.17 percent; 15- inch diameter sewer at least 0.15 percent; 16-inch diameter sewer at least 0.14 percent; and 18-inch diameter sewer at least 0.12 percent? The pipe diameter and slope shall be selected to obtain the greatest practical velocities to minimize settling problems. Oversizing sewers to achieve flatter slopes should not be done. If proposed slopes are less than those listed above, what is the depth of flow and velocity of flow at the average wet weather flow and peak hourly wet weather flow (PHW W) for affected pipe sections? 0 ❑ o ❑ ❑ ❑ El o ❑ AW W flow (mgd) _ PHWW flow (mgd) _ Depth of flow = (ft.) Velocity = (fps) Depth of flow = (ft.) Velocity = (fps) If sewer grades are less than those listed above, sedimentation problems, frequent sewer maintenance, and backups may result. All sewers with a slope less than the minimums listed above must be cleaned at least once per year to ensure problems to not develop and to develop a site specific maintenance interval. (Answer N/A only if no gravity sewer.) 18. Are individual service connections to the sewer designed to be water tight and do not protrude Into the sewer? 19. Are all gravity and pressure sewer pipes and water supply pipe separated horizontally by at least 10 feet and vertically by at least 1.5 feet when crossing? If these separation distances cannot be obtained, an approval from the Minnesota Department of Health (MDH) and/or the Department of Labor and Industry (DLI) shall be included with this application. 20. Has an application for water supply and/or building sewer construction been submitted to the MDH or DLI? (Answer N/A only if there is no water supply piping included with this project.) Any project that involves the construction of water supply pipes may also require a permit from the MDH or the DLI. For additional information refer to the MDH websile at http://www.health.state.mn.us/divs/eNwatertindex.html or the DLI website at httt)://www,dli.mn.gov/CCLD/Plumbing.as . 21. Has an inventory of all wells on all properties in the project area been completed, and will all wells be at least 50 feet from buried sewers, lift stations and grinder stations, as required by Minn. R. ch. 4725 (Minnesota Well Code)? For more information on well setbacks and exceptions to the 50-foot requirement, refer to the MDH website at httr)7//www.healih.state.mn.us/dWehtwelisrindex.htmI or contact the MDH Well Management Section at 651-201-4600 or 1-800-383-9808. www.pca.state.mn.us wq-wwprm7-15 • 712112 651-296-6300 • 800-657-3864 TTY 651-282-5332 or 800-657-38M • Available in alternative fornats Page 6of8 Sewer Pioe lconHnued): Yes No NIA 0 ❑ ❑ 22. Are all manholes at least 48 inches in diameter? (Answer WA only if there are no manholes.) El ❑ ❑ 23. Are all manholes constructed to prevent surface water run off from entering through the cover? (Answer WA only if there are no manholes.) El ❑ ❑ 24. Are drop manholes used at locations where the sewer pipe enters the manhole at an elevation of 24 inches or more above the manhole invert? (Answer WA only if sewer pipes enter at an elevation less than 24 inches.) • ❑ ❑ 25. Is the spacing between manholes 400 feet or less or if the spacing is greater than 400 feet, do operation and maintenance personnel have access to adequate cleaning equipment that can accommodate the spacing? (Answer N/A only if all pressure sewer.) ❑ ❑ 26. Will a leakage test be performed to demonstrate watertightness of the sewer pipes? What test method will be used? Air Test ID ❑ ❑ 27. Will a deflection test be performed on all plastic gravity sewer after the pipe has been in place for at least 30 days? (Answer WA only if televising or other method is used instead.) ❑ 28. Will sewer line televising be performed? (Answer only as Yes or NIA.) ❑ El 29, Have questions 44 through #28 been answered as Yes or N/A? Lift Stations:_ — Yes No NIA ❑ ID Does the project include any work on a lift station? (If No, go to question No. 52 and answer Yes.) ❑ ❑ 30. Will the lift station be fully operational and accessible during a 25-year flood? ❑ ❑ 31, Will the lift station structural, electrical and mechanical equipment be protected from physical damage during at 100-year flood? ❑ ❑ ❑ 32, Where high ground water conditions are anticipated, has the buoyancy of the lift station structure been considered and adequate provisions made to protect the structures? (Answer N/A only if high ground water conditions are not anticipated.) ❑ ❑ ❑ 33. Are wet wells and dry wells completely separated and common walls are gas tight? (Answer WA only ff no dry well is included) ❑ ❑ 34. Are multiple pumps provided such that with any unit out of service, the remaining units have capacity to handle the design peak hourly wet weather flow? ❑ ❑ 35. Are all pumps capable of passing spheres of at 3 inches in diameter? ❑ ❑ 36, Are all pump suction and discharge openings at least 4 inches in diameter? ❑ ❑ 37, Are all electrical components in raw wastewater wet wells in compliance with National Electrical Code requirements for Class I Group D, Division 1 locations? ❑ ❑ 38. There are no bypass or overflow pipes from the wet well? ❑ ❑ 39. Are suitable shutoff and check valves placed on the discharge line of each pump? ❑ ❑ 40. Are check valves located between the shutoff valve and the pump? ❑ ❑ 41. Are check valves placed in the horizontal position, except ball valves which may be placed vertically? ❑ ❑ 42. Are shutoff and check valves for submersible pump lift stations located in a separate valve pil? If a separate valve pit is not provided, are all valves easily accessible for maintenance? ❑ ❑ ❑ 43. If a drain line is provided between a valve pit or dry well and a wet well, is the drain line equipped with a gas and water tight valve or extended below the low water level in the wet well to prevent entry of hazardous cases to the valve pit? (Answer WA only if a drain line is not included.) ❑ ❑ ❑ 44. If continuous wet well ventilation is provided, are at least 12 complete air changes per hour provides? (Answer WA only if submersible pump lift station.) ❑ ❑ ❑ 45. If intermittent wet well ventilation is provided, are at least 30 complete air changes per hour provided? (Answer WA only if submersible pump lift station.) ❑ ❑ ❑ 46. If continuous dry well ventilation is provided, are at least 6 complete air changes per hour provided? (Answer WA only if submersible pump lilt station.) www.pca.state.mn.us • 651-296-6300 800-657-3864 TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-wwprm7-15 • 712112 Page 7 of Lift Stations (continued): Yes No NIA ❑ ❑ ❑ 47. If intermittent dry well ventilation is provided, are at least 30 complete air changes per hour for 10 minutes and 6 complete air changes per hour thereafter provided? (Answer WA only if submersible pump lift station.) ❑ ❑ 48. Are provisions for flow measurement provided? Type: _ ❑ ❑ 49. Are a sufficient number of running time meters provided to record when each pump is running and when multiple pumps are running at the same time? ❑ ❑ 50. Is an appropriate alarm system provided to indicate power failure, pump failure, unauthorized entry, or other malfunction? Type of alarm: ❑ ❑ 51. Are provisions included for emergency operation to prevent the bypassing or backup of sewage? Emergency pumping capability may be accomplished by connection to at least two independent utility substations, or by provision of portable or in -place electrical generation, or by portable pumping equipment? Type: ED ❑ 52. Have questions No. 30 through No. 52 been answered as Yes or NIA? Fast Track Certification Statement (Do not submit plans and specifications) "I have answered Checklist items No. 29 and No. 52 above as Yes or NIA and hereby certify that the design plans and specifications for this project, to the best of my knowledge, conform to the requirements listed above. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment. I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota" Signature: Date: 10/18/13 Typed or printed name: David Nash Registration Number: 21836 Address: 10250 Valley View Road, Suite 123 Phone Number: 952-646-0253 City: Eden Prairie state: MIN Zip code: 55344 Statement for Detailed Review (Plans and specifications must be submitted) "I have answered No to Checklist item No. 29 or No. 52 because the design does not conform with all of requirements in the above listed standards, specifications, and guidelines' Name (print): qqvid Nash Date: Signature: 10/18/13 List of standards, specifications, and guideline not complied with (attach additional pages If needed): Section number Justification for variation 5 6" pipe proposed: 11.9%, n=.01, Q=0.054 cis - Sufficiently sized - City approved 5 4" Connection to proposed mh is privately owned/maintained - also sized www.pca.state.mn.us • 651-296-6300 800-657-3864 TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-wwprm7-15 • 712112 Cage 8 of 8 it Metropolitan Council Environmental Services Direct Connection Application Form Applicant Information Contact Person: Dave Nash Organization Name: EVS, Inc Address: 10250 Valley View Road Suite 123 Phone Number: 952.646.0253 Fax Number: 952.646.0290 E-mail Address: dnash@evs-eng.com Description of Project United Properties development of 140,000 SF Office/Warehouse building. Location Northwest of Intersection of Powers Blvd and Lake Or W. City of Chanhassen Requested Date of Connection: 11/30/13 Briefly Describe any Unusual Circumstances Main reason for connection: lack of sanitary stub near site. Due to the environmentally sensitive area, an inside drop is being to minimize excavation depth. Please Include: ■ Three copies of plan sheets depicting connection and associated details. ■ Connection permit application in triplicate with each copy having an original signature from City Representative (P.W. Dir., Eng., Manager/Clerk). ■ Application fee of $1,000.00, of which $500.00 is non-refundable. Signature: SoNt Date: 1 D/1 a/13 Printed Name: David Nash Questions may be addressed to Pete Owens, at 651-602-4535 or mailto�oete.owensrrDmetc.state.mn.us. Rev. March 2012 Page 1 of 6 �t Metropolitan Council Environmental Services Basis for Fee The connection permit application fee recovers administrative costs for time spent by MCES staff on a connection permit request (reviewing, modifying, permitting, drawing, and inspecting). Since about half of MCES staff time is spent administering a connection request before the actual connection is made, half of the fee is not refundable regardless of whether or not the connection request is approved. Please refer to MCES Waste Discharge Rules 301.1 A-F, pages 21 and 22: htto://www.metrocouncii.oro/environmenUlndustrialW aste/W asteDischaraeRules.pdf. Important Information for Completing the Connection Application Form 1. No connection work shall occur until a permit has been issued by MCES. Before completing any forms and paying the fee, call Pete Owens, 651-602-4535, for instructions and additional information. 2. Send the completed Connection Permit Application Form (pages 1-6) to: Accounts Receivable Metropolitan Council 390 N. Robert Street St. Paul, MN 55101-1805 A copy of the Direct Connection Application Form should be accompanied by a $1,000.00 check. Completion of the application form and payment of the fee does not guarantee approval of a connection. Call Pete Owens at 651-602-4535 with any questions about the application form or the required documentation. 3. MCES normally requires approximately 15 days to process a connection application. If approved, a fully executed Connection Agreement must be in place prior to any excavation. Additional cost recovery fees may be added if any unauthorized connection is made that requires additional staff time. Questions maybe addressed to Pete Owens at 651-6024535 or mailto Pete owensOmetc state mn us?subject=connection permits For Internal Use Only: Amount Received: Date Application Received: Date Payment Received: Rev. March K12 Page 2 of 6 Metropolitan Council Environmental Services PERMIT NO.: t792 INTERCEPTOR: 8253-328 APPLICATION FOR CONNECTION TO OR USE OF METROPOLITAN COUNCIL ENVIRONMENTAL SERVICES FACILITIES This form and plans/drawings must be submitted in triplicate to: Metropolitan Council, Accounts Receivable 390 N. Robert Street, St. Paul, MN 55101-1805 (refer questions to Pete Owens, 651.602-4535) The City of Chanhassen hereby applies for a permit for connection to, or use of, Metropolitan Council Environmental Services (MCES) facilities. By execution of this Application, the Applicant agrees to: 1. Provide such additional information as is requested by MCES in order to make a determination on permit issuance. 2. Abide by the permit teens and conditions set forth below and all applicable state and local laws, ordinances, rules and regulations. 3. Pay all applicable permit fees (i.e., Service Availability Charge and Industrial Strength Charge) in accordance with MCES rules and regulations. 4. Reimburse MCES for any damages resulting to MCES facilities as a result of the connection to or use of its facilities. 5. Indemnify and hold harmless MCES, its employees, agents, and contractors from and against all claims, damages, losses and expenses, including but not limited to attorney's fees, arising out of or resulting from the connection to, or use of, MCES facilities, provided that any such claim, damage, loss or expense (1) is attributable to bodily injury, sickness, disease, or death or to injury to or destruction of tangible property, including the loss of use resulting therefrom, and (2) is caused in whole or in part by any negligent act or omission of the Applicant, its contractors, subcontractors, or anyone directly or indirectly employed by any of them, regardless of whether or not it is caused in part by MCES. 6. Construct the connection in accordance with applicable MCES standards. At Applicant's own expense, Applicant will promptly make any repairs necessitated by the failure or malfunction of the connection. MCES will inform Applicant of the necessity of such repair in writing. Applicant will notify MCES at least 48 hours prior to making said repairs. Applicant further agrees that if Applicant fails to make such repair within sixty (60) days of date of written notice by MCES to Applicant of the necessity of such repair, MCES shall make such repair and bill Applicant for the full cost of such repair. Applicant hereby agrees to promptly reimburse MCES for the full cost of any repair made by MCES to remedy a failed or malfunctioning connection. 8. Applicant operates and maintains the connection. 9. Pertinent details of the connection are as follows (see next page): Rev. March 2012 Page 3 of 6 Exact Location of Connection (i.e , with reference to street intersections, nearest maintenance access structures, etc.): Northwest of intersection of Powers Blvd and Lake Or W City of Chanhassen Work to be Done by: RJ Ryan Phone No.: 651-365-7000 Type of Connection: Inside Drop to existing MH Depth: ITS If connection includes installation of a new on-line M.H., or adjustment to existing M.H. elevation, please complete page 5. Approx. Date of Connection: 11/30113 Size of Connection Sewer: 6" Pipe Material: PVC (i.e., PVC, DIP, etc.) Invert Elevation of Connection: 893.16 Invert Elevation of Existing Sewer: 883.96 Area Served in Acres: Residential Commercial 140,000 SF Industrial Predicted Flow in Gallons Per Day: Initial 34.721 gpd Design 34,721 clad Characteristics of Discharge: Residential Commercial Industrial Unusual Characteristics of Above (Strength, Oils, Chemicals, Temperature, etc.) This Application is hereby made this 16th day of October , 20 13 . CITY OF ch ems - (Signature of City Official) PRINT NAME: Paul Oehme TITLE: Director of Public Works / City Engineer ADDRESS: 7700 Market Blvd. PO BOX 147 Chanhassen, MN 55317 PHONE: 952-227-1169 FAX: 952-227-1110 Rev. March 2012 Page 4 of 6 INTERCEPTOR: 8253-328 CONSTRUCTION YEAR: 1987-1990 ADDRESS OF M.H./FEATURE: DISTANCE TO NEXT UPSTREAM M.H./FEATURE: MH 19 DOWNSTREAM: MH 17/ 140' Please complete applicable information. Flow: Surface El.: Invert up: Invert down: Surface Type: Blacktop ❑ Concrete ❑ Ground K Wtr/Swmp ❑ Unknown ❑ Cover Type: Non -vented ❑ Vented ❑ 1 Center pick ❑ 2-4 Holes ❑ 5 Holes ❑ 6 or More ❑ Seal tight ❑ Manufacturer & Model No.: Cover: Diameter Thickness MH Type: PC ❑ PP ❑ BB ❑ PIP ❑ MH Size: Adjustable Rings: 2" ❑ 4" ❑ 6" ❑ risers Number of Rings: M.H. Steps: Poly/Steel: Inlet Sewer Size: 30" Aluminum: Cast Iron: NONE: Shape: Circular X Arch ❑ Egg ❑ Elliptical ❑ Rectangular ❑ Horseshoe ❑ Type: Asbestos ❑ Brick/Block ❑ Brick/Sdstone ❑ Brick/Slone ❑ CIP ❑ CIPP ❑ Conc./Unreinf. ❑ CMP ❑ DIP ❑ HDPE ❑ HDPE/DRLP ❑ HDPE/PB ❑ HDPE/SL ❑ PCCP ❑ PIP/Reinf ❑ PIP/ Unreinf ❑ PVC ❑ PVC/CP ❑ PVC/CP/SL ❑ PVC/SL ❑ RCP N RCP/Brick ❑ RCP/RSJOINT ❑ RPMP ❑ RTRP ❑ SJP ❑ Steel ❑ Stone ❑ Stone/Conc./Brkinv ❑ VCP ❑ VCT ❑ Outlet Sewer Size: 30 Shape: Circular X Arch ❑ Egg ❑ Elliptical ❑ Rectangular ❑ Horseshoe ❑ Type: Asbestos ❑ Brick/Block ❑ Brick/Sdstone ❑ Brick/Stone ❑ CIP ❑ CIPP ❑ Conc./Unreinf. ❑ CMP ❑ DIP ❑ HDPE ❑ HDPE/DRLP ❑ HDPE/PB ❑ HDPE/SL ❑ PCCP ❑ PIP/Reinf. ❑ PIP/ Unreinf ❑ PVC ❑ PVC/CP ❑ PVC/CP/SL ❑ PVC/SL ❑ RCP ❑i• RCP/Brick ❑ RCP/RSJOINT ❑ RPMP ❑ RTRP ❑ SJP ❑ Steel ❑ Stone ❑ Stone/Conc./Brkinv ❑ VCP ❑ VCT ❑ Adjustment to existing M.H. casting elevation: Raise Lower General Comments: Not adjusting rim or invert elevations -- Existing 30" RCP inlet and outlet -- proposing addition of an inside drop. Service/Lateral Information Size: Type: Depth: Flow: Orientation to North: Please attach map showing M.H. location. Rev Mareh 2J12 Page 5 of 6 PERMIT NO.: PERMIT FOR CONNECTION TO OR USE OF METROPOLITAN COUNCIL ENVIRONMENTAL SERVICES FACILITIES It has been determined that Applicant has adopted a comprehensive sewer plan, has submitted it to MCES as required by law, and that the proposed connection to, or use of, MCES facilities conforms to the adopted comprehensive plan or adopted revisions thereof. Permission is hereby granted to Applicant for connection to, or use of, MCES facilities in accordance with the description provided by Applicant. This permit is issued under the following terms and conditions: 1. The provisions of the Waste Discharge Rules for the Metropolitan Disposal System, Minn. Rules, Chapter 5900, apply to activity carried out under this permit. 2. This permit does not replace permits required by the Minnesota Pollution Control Agency or the necessity of securing other permits and fulfilling requirements of other governmental units. 3. MCES issuance of this permit does not constitute a certification that the project design and construction proposed by Applicant meet engineering standards or local codes. Applicant remains responsible for design and construction, including safety, for the project. Applicant's attention is specifically directed to the confined space rules adopted by the Minnesota Department of Labor and Industry, OSHA Regulations, Parts 5202.100 through 5205.1040 and 5207.0300. 4. The connection shall be constructed in accordance with MCES standards attached hereto 5. This permit shall be null and void if the connection proposed by Applicant is not made within 90 days from the date of issuance, unless an extension is granted by MCES. 6. This permit is subject to modification or revocation and may be suspended at any time for failure to comply with its terms. 7. Record Drawing information provided by MCES is not guaranteed accurate but is included as information available to, and in use by, MCES. 8. Contractor shall take measurements before beginning construction to ensure that service connections shall not cut into maintenance access structure joints or pipe barrel joints. Cutting into joints will not be allowed. 9. Applicant is required to contact MCES 48 hours in advance of the initiation of the connection at telephone number 651-602-8930. Failure to do so will require applicant to pay for all costs associated with re -excavation, inspection, and restorative work. This permit is hereby approved and issued this day of 20 METROPOLITAN COUNCIL ENVIRONMENTAL SERVICES BY: Assistant General Manager. Interceptor System Rev. March 2012 Page 6 of 6 '___W EN61NHING I SUNNnING I PNnNGNaENIII I PIAN06 October 18, 2013 Attention: Sanitary Sewer Extensions, REM, Metro Minnesota Pollution Control Agency 520 Lafayette Road North St. Paul, Minnesota, 55155 Subject: Powers Pointe Chanhassen, Minnesota EVS # 2013-057 To Whom it may concern: Enclosed for review by the MnPCA are the following documents: 1. MPCA Sanitary Sewer Extension Permit —signed by City of Chanhassen 2. Application Fee Check - $310.00 3. Civil Plan Set If you have any questions or need further information, please contact me. Respectfully Submitted, tin Dave Nash, Director of Residential Development Enclosure CC: Anna Bessel, Metropolitan Council Environmental Services (With copy of Permit, plan set, and Location Map of Project) Evs 110250 Valley View Rd., Suite 1231 Eden Prairie, MN 55344.35341 Phone: 952.646.02361 Fax: 952.646.02901 www.evs-ong.com PP' �„ Kimley-Horn \M and Associates. Inc. 1n� I{/j sneer No.or— Job Sutry'ect Putie-r, YUIr 11`� Job No _ Designebby Date Checkedby Date r-,or, C _SL C�15�cnc e l CR � ('V—C� C, t (.P c_ 5l�-c�ec)) s/l, 0,� - W 5 SZ' S h C t1, -hL r In I nr m c'V '�'Y� /t ba Uili� (z Nam( enrs D -triCLY�yi_e S trr s--cjc,6. Of� IJJ Mc 44il c1CCrY!" Cy� ors One of FORTUNE's 100 Best Companies to Work For METROPOLITAN COUNCIL ENVIRONMENTAL SERVICES SEWER CONNECTION AND MAINTENANCE AGREEMENT Connection Permit No. 1792 MCES Interceptor No. 8253-328 THIS AGREEMENT made and entered into this 12te day of November 2013, by and between the City of Chanhassen, a Minnesota Municipal Corporation, its successors and assigns and the Metropolitan Council, a public corporation and political subdivision of the state, WHEREAS, the City of Chanhassen, shall be connecting its sanitary sewer collection system to the Metropolitan Council Environmental Services Interceptor No. 8253-328; and WHEREAS, the only feasible connection to the interceptor will involve an inside drop section on Metropolitan Council Environmental Services Maintenance Structure No. MH 18; and WHEREAS, the City of Chanhassen, must obtain a connection permit from the Metropolitan Council Environmental Services; and WHEREAS, the Metropolitan Council Environmental Services requires the following as a condition of the permit: 1. The City of Chanhassen, assumes the responsibility of possible added costs involved in maintaining the interceptor due to the inside drop connection and reimbursing the Metropolitan Council Environmental Services for same. 2. That the connection in the Maintenance Access Structure No. MH 18 shall be installed pursuant to applicable codes and comply with Metropolitan Council Environmental Services sewer connection permit requirements. NOW THEREFORE, IT IS MUTUALLY AGREED AS FOLLOWS: 1. The City of Chanhassen here receives from the Metropolitan Council Environmental Services the right to connect at the City's sole cost and expense, via Maintenance Access Structure No. MH 18, to the Metropolitan Council Environmental Services' sewer system. 2. That the sewer hook-up from the building to the connection or from the existing local sewer system to the connection shall be installed to comply with municipal subdivision sewer specifications and other applicable code. Page 1 of 2 IN WITNESS WHEREOF, the undersigned has caused this agreement to be duly executed this 5`4+ day of �'e c av�,.G H , 2013. The City of Chanhassen, a Minnesota Municipal Corporation/ B � Its Metropolitan Council Environmental Services Assistant General Manager, Interceptor Systems Page 2 of 2 November 27, 2013 Paul Oehme, P.E. Director of Public Works/City Engineer City of Chanhassen 7700 Market Blvd. P.O. Box 147 Chanhassen, MN 55317 Re: Powers Pointe Dear Mr. Oehme: tw G01a. G 5 et Tw- 0 et.TO The Metropolitan Council Environmental Services Division has reviewed your application for a sanitary sewer extension for the above project. This project is in accord with your comprehensive sewer plan (CSP) and consistent with the regional wastewater service area. The plans submitted with your sanitary sewer extension permit application indicate the sanitary sewer to be installed will be connected directly to a metropolitan interceptor. You will need to submit an application for Connection To or Use of MCES Facilities prior to making the actual connection to the sanitary sewer interceptor facility. Please contact Scott Dentz, Principal Engineer, MCES, at 651-602-4503 in regard to any connection. With this understanding, we will file this project as part of your CSP and inform the Minnesota Pollution Control Agency that we have no objection to the installation of these facilities. If you have any questions or require any additional information, please feel free to call me at 651-602-1151. Sincerely, Ky L. Colvin Uv� Assistant Manager, Engineering Planning Group Wastewater Services Department KLC:ALB:slm Tracking Spreadsheets/sewer.ext.ltr/chanhassen.connectionpemdt.112913.doc cc: Corey Mathisen, MPCA Scott Dentz, MCES Dave Nash, EVS, Inc. METROPOLITAN C O U N C I L Kirnley-Horn and Associates, Inc. yy,�, ,,11 sheet No. / of c� Job S P(%/'J. sub" ei v Job Na Desgnedby Date Chededby Date Mo, D-b sys ►- Cu Qcu �crXz c� 5 fvr Pipe �Q r) = o, of o ftv- PVC t1�D L o,of `o ( o p.ol0 \ l a- � (cuJa to acfi tat q 5 ✓ baud 6n use Q = �0 3foJ (Pa MUt C4unc tA) x (2.9x. 7 � �ti X Q= r7.ol�cfs- Pei KLQ - Qeod n t ac,t� Iv t ti.e �t�w ti. �qlAA G'Vi/ r7 nF�r A6 iJl\C)r\a_Q LtrdA-nbu r� One of FORTUNE's 100 Best Companies to Work For Gin Kimley-Horn I , and Associates, Inc. — Subject Date Sheet No. ot� Job Na Chec*edby Date VlauV ` / 5 , yoltls V = q. 77#/s One of FORTUNE'S 100 Best Companies to Work For December 12, 2013 City of Chanhassen Attn: Alyson Fauske 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 Re: Powers Pointe Development Contract Alyson: Enclosed are two (2) original copies of the mylar plats for Powers Pointe and one (1) original copy of the Development Contract. Also included is the check for $397,600.90 as payment for the cash administration fee. Please email me a fully executed copy of the Development Contract. Thanks for your help throughout the process and I look forward to working with you! Sinceereely, (�- ` '• ^ 'A" �� C-� Melissa L. Duce Senior Associate — Investments & Development enclosures 3600 American Blvd. W. Suite 750 Minneapolis. MN 55431 T 952.835.5300 F 952.893.8206 uproperties.com CN1C PGO /-'S73'15 36 E 3500� \ r MOST WESTERLY LINE OUTLOT F 0 M`1-w A KEE e / _ 36 4' 57fi 44,24,W 5p262 155.06 — -'35- 576'g410w0.00 I� W lip E. LINE OF NW I/t --.� SEC. 14 TA 16N R. 23W G l I \ 11 t 0p9'P p cpc CJ� .DAGFIO 576'44 23NW 651? EXISTING LEGAL DESCRIPTION U I, CHNHASSEN CARES SUNWS5 PMIt.Cavx CounM1. Minnnou. EXISTING ZONING IOP. IMOStRNL OFFICE PA 015O OWNER/DEVELOPER AD/- / j6'447411 4 5 11.5 GAS TRANSMISSION EASEMENT PER BK 61 DEEDS. PG. 503(DOC, NO.96312) AND SK. 61 DEEDS. PG. 505 (DOG. NO.98306). MODIFIED BY DOC. NO.35M (PARTIAL RELEASE) PY1 5 j00.6 I ON 150 I OUTLOT > zI I& B m li LA=0.SAC ELECTRIC TRANSMISSION EASEMENT PER DOC. NO. 55863. MODIFIED BY DOC. NO. 1176% II I �/ \ (PARTIAL RELEASE) N5'0330eE I I --WAS I I LOT 1 A = 12.40 AC elen ELECTRIC TRANSMISSION EASEMENT PER SK. 61 DEEDS, PG. 92 (DOC. NO. 89]31), flME DLIFIEASE) ED BY DOC. NO. 36910 (PARTIAL �I ryp/ O (TO BE VACATED) b P ^O I 1 I ��4 11 / OUTLOT A A = 4.20 AC 377.24 N90'00,00 "E- E'VIM S ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EYE I.. 1U. vzlxr vlen RAJ. suM IEs EEan P,eine, MlnryeW 95IY PNone: 95fd1&U2lfi FNu�: 95i-0W0190 awery cwn LOT SIZES City a Clwlmrn, MN OROS Sn XLTA1' Tn MNSE ,e WAG nw MCNN&M w 197 WTI Ua:w.O wS,T DMROIA. U3ISISF vAw1W DBAQL^ un9sF 1-:M-M71110 vne'.u.WNwvmm�.ue THE MENTATTEN OF THIS 2EAWNG S"S IS PASEU CN ME E MOST WESTERLY UK OUTLOT F. C1NNN59EN LAIGS BtISI1ESS PAPK CARVER COUNTY MMXN ISASSVEEOTORFAPSWWWE N D N IA IN FEET Civil Plans UNITED PROPERTIES YM AML'NCAM KYq LIDE1W MNIEANIA. w sYr PaoptzT Powers Pointe LOGTIUN Chanhassen, MN SHEET Preliminary Plat City Submittal pp DATE A AIMS CT'sIIBMITTK A ~3 IMIt ry 09RBnB 1 HAFJY CBiFDY T NAT THIS 1EINME WAS Pu JoN,OM MRPTRTiAS FREPABOO BY ME oaIRNOLR MYDIR TWIT DULYV6 NSED AND OFES1AYA DULY Nmpt U".TIINE 5,VSO @1GINPPR UNDER 1'XE ZAGS OF DwM MeR DATA YlYID1l errlsrawnoN NVWeea x,MR DRAON BY CHEC IIN DMSIBMJ DJN DATE PROJECT# 9.18.2013 2013-057.1 S1EEET NUMBER C301 POWERS POINTE N r` `1N111`;\��tJ r`1r�11:� „W D��t1 4 oPo 576 p 64 - n � R�. pP�� pro Pp1/ � 5' 48 ; �'' 0 1t � e. y2 g8-- / 'I�. i^T 1'� �V �• M11.W PUKEEg� 56 10�' a6.26 1 ; / / CWCA�O _ � T --- 3 -- \r�l P 1 (\1rV J�NTEP' I ' _-_ _ L5// 121.06 nW N90° 00' 00"E w11t1� S76 41 53 11r` r\ '-442 4NW 5 67 ,155.0 -- S13'15:36 576'44100.00 /i i r i MOST WESTERLY LINE OUTLOT F — vu I \ < �,r � CC n // NC, �JJ E. LINE OF NW 1/4 — r SEC. 14 7.116N R. 23W J \ C') ' 6 0 J ' 65 �+ �/ rj OUTLOT S ', GAS TRANSMISSION EASEMENT PER SK, iY� 61 DEEDS, PG. 503 (DOC. NO. 98312) AND I1idl N BK. 61 DEEDS, PG. 505 (DOC. NO. 98306), MODIFIED BY DOC. NO. 35620 (PARTIAL -- ELECTRIC TRANSMISSION RELEASE) III L—N90200'0"E-� EASEMENT PER DOC. NO. 55883, \ MODIFIED BY DOC. NO. 117656 (PARTIAL RELEASE) I � IIIJJ I �J \ I�\f��N5°03'34"E I I 63.45 -CTRIC TRANSMISSION EASEMENT PER v r I LOT 1 BK. 61 DEEDS, PG. 92 (DOC. NO.89731), MODIFIED BY DOC. NO. 34918 (PARTIAL RELEASE) II O O BLOCK 1 -1, 0 480.284^E°8649 J 4-1 20 / OUTLOT A 377.24 N90 00'00 "E I KNOW ALL PERSONS BY THESE PRESENTS: United Properties Investment, LLC, a Minnesota limited liability company, owner of the following described property situated in the County of Carver, State of Minnesota, to wit: Outiot F. CHANHASSEN LAKES BUSINESS PARK, Carver County, Minnesota. Has caused the same to be surveyed and platted as POWERS POINTE and does hereby dedicate to the public for public use forever the easements for drainage and utility purposes as shown on this plat. In witness whereof said United Properties Investment, LLC, a Minnesota limited liability company, has caused these presents to be signed by its proper officer this day of , 20 Signed: United Properties Investment, LLC, a Minnesota limited liability company. By: , Its Assistant Vice President Brandon Champeau STATE OF MINNESOTA COUNTY OF This instrument was acknowledged before me on this day of ,20 , by Brandon Champeau, Its Assistant Vice President of United Properties Investment, LLC, a Minnesota limited liability company on behalf of the company. Signature of Notary Notary's Printed Name Notary Public, County, Minnesota My Commission Expires January 31, 20 I , Michael R. Williams, do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on the this plat; that all monuments depicted on the plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on the plat. Dated this day of 2013 Michael R. Williams, Licensed Land Surveyor Minnesota License No. 44076 STATE OF MINNESOTA COUNTY OF HENNEPIN This instrument was acknowledged before me this day of , 2013, by Michael R. Williams. Signature of Notary Notary's Printed Name Notary Public, Hennepin County, Minnesota My Commission Expires January 31, 20 CHANHASSEN, MINNESOTA This plat of POWERS POINTE was approved and accepted by the City Council of Chanhassen, Minnesota, at a regular meeting thereof held this day of ,20 . 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, Subdivision 2. CITY COUNCIL OF CHANHASSEN, MINNESOTA By Mayor By City Manager or Clerk TAXPAYER SERVICES DEPARTMENT, Carver County, Minnesota I hereby certify that taxes payable in 20 and prior years have been paid for land described on this plat, dated this day of 20 Mark Lundgren, County Auditor 0 County Auditor/Treasurer SURVEY DIVISION, Carver County, Minnesota Pursuant to Minnesota Statute Section 363B.565 (1996), this Plat has been approved this day of 20 John E. Freemyer, County Surveyor M REGISTRAR OF TITLES, Carver County, Minnesota I hereby certify that the within plat of POWERS POINTE was recorded in this office this day of , 20 , at o'clock _ .m. Carl W. Hanson Jr., Registrar of Titles MA DRAINAGE AND UTILITY EASEMENT ARE SHOWN THUS: (NO SCALE) c 10.00 �{ I o C 10_001 BEING 10.00 FEET IN WIDTH AND ADJOINING LOT LINES, AND 10.00 FEET IN WIDTH AND ADJOINING RIGHT OF WAY LINES, UNLESS OTHERWISE INDICATED, AS SHOWN ON THE PLAT. 100 0 50 100 200 ( IN FEET ) 1 Inch - 100 feet. SCALE IN FEET THE ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE E MOST WESTERLY LING OUTLOT F, CHANHASSEN LAKES BUSINESS PARK, CARVER COUNTY, MN. AND IS ASSUMED TO BEAR S 020 30' 00" E SO LEGEND DENOTES IRON MONUMENT FOUND AS LABELED 0 DENOTES IRON MONUMENT SET W/ CAP STAMPED "RLS 44076" AEW ENGINEERING I SURVEYING I ENVIRONMENTAL I PLANNING SHEET 1 OF 1 SHEETS CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 02/20/2014 1:44 PM Receipt No. 00244120 CLERK: AshleyM PAYEE: Lindquist & Vennum 80 South 8th Street Minneapolis MN 55402- 8100 Powers Place ------------------------------------------------------- Zoning Letter 25.00 Total Cash Check 397349 Change 25.00 0.00 25.00 0.00 L BMO Hams Bank N.A. 50 South Sixth Street, Suite 1000 Minneapolis, MN 55402 Attention: Mortgage Department CITY LETTER Re: Premises: 8100 Powers Boulevard Chanhassen, Minnesota Ladies and Gentlemen: The undersigned hereby certifies with respect to the property legally described as Lot 1, Block 1, Powers Pointe, Carver County, Minnesota ("Premises") as follows: 1. The zoning code affecting the Premises is IOP Znsustrial Office Park District . 2. The Premises and its intended use as an industrial building complies with the applicable zoning codes, city ordinances and building, environmental and energy codes, ordinances and regulations: ® Yes ❑ No Comments: 3. There are no variances, conditional use permits or special use permits required in connection with the construction and/or the operation of the improvements on the Premises or its uses. If there are, specify the same and the relevant terms and any pertinent restrictions on rebuilding or otherwise check here: Comments: ® None DOGS-#4029775-vl 4. The Premises complies with all subdivision ordinances affecting it and can be conveyed without the filing of a plat or replat of the Premises: x❑ Yes ❑ No Comments: The Premises complies with all setback and parking laws and regulations (including the floor area ratio, off-street parking and off-street loading): ® Yes ❑ No 6. The Premises is located within a federally designated flood plain: ❑ Yes © No If yes, specify the nature of the All appropriate and required city permits, licenses and approvals have been provided for the intended use of the Premises: ❑ Yes ❑ No Comments: If additional space is required for any of the above, please use the reverse side. -2- DOCS44029775-0 If there are any additional facts regarding the Premises and its proposed use which would be material consideration, please include that information: Signature of Authorized Person: �O�iC .1971� Typed or Printed Name of Signatory: Kathryn Aanenson Title of Signatory: Community Development Director Date: February 20 .2014 City or Other Governmental Agency: City of Chanhassen -3- DOCS44029775-v1 V 1111 LINDQUIST L IND Q U IS T+ V E N N U M Minneapolis • Denver • Sioux Falls Barbara L. Lindsey Paralegal (612) 371-3910 blindsey@lindquist.com www.lindquist.com February 19, 2014 Via U.S. Mail City of Chanhassen Planning & Zoning 7700 Market Blvd. Chanhassen, MN 55317 Lindquist & Vennum LLP 4200 IDS Center 80 South Eighth Street Minneapolis, MN 55402-2274 Phone: (612) 371-3211 Fax: (612) 371-3207 Re: Request for Zoning Letter — Property located at 8100 Powers Blvd., Chanhassen, Minnesota Ladies and Gentlemen: Please complete the attached zoning information letter, sign the letter, and return the original to my attention using the enclosed self-addressed stamped envelope. Please deliver a copy of the completed letter to my attention by e-mail at blindsey(Windquist.com. Enclosed is a check in the amount of $25.00 to cover the processing fee. Please note that the zoning letter must be addressed as follows: BMO Harris Bank N.A. 50 South Sixth Street, Suite 1000 Minneapolis, MN 55402 Attention: Mortgage Department Please contact me with any questions. Thank you for your assistance. Very truly yours, LINDQUIST & VENNUM PLLP s azbara L. Lindse Paralegal RECEIVE® FEB 2 0 2014 CITY OF CHANHASSEN DOCS44030462-0 February 19, 2014 Page 2 BLL Enclosures cc: David A. Meyer (via e-mail w/enclosures) DOCs-#4030462-v I 11"5 o SPP Gl November 13, 2013 l �1tt A OU CITY OFl/''•J'�i�`"^- CMSEN Brandon Champeau 7700 Market Boulevard United Properties PBox 3500 American Blvd., Suite 200 Chanhassen, MNN 55317 Minneapolis, MN 55431 Administration Re: Request for Preliminary and Final Plat Review of 16.94 acres of property Phone: 2271100 zoned Industrial Office Park (IOP) and located west of Powers Boulevard, Fax: 952.227.1110 zoned of the Twin Cities & Western Railroad tracks, and east and north of Building Inspections Riley Creek (Outlot F, Chanhassen Lakes Business Park) — POWERS Phone:952.227.1180 POINTE; and Site Plan Review for a 140,800 square -foot officelwarehouse Fax: 952.227.1190 building. Planning Case 2013-20 Engineering Dear Mr. Champeau: Phone:952.227.1160 Fax: 952.227.1170 This letter is to confirm that on November 12, 2013, the Chanhassen City Council Finance approved the Request for Preliminary and Final Plat Review of 16.94 acres and Site Phone:952.227.1140 Plan Review for a 140,800 square -foot office/warehouse building subject to the Fax:952.2271110 following conditions: Park 8 Recreation planning Phone: 952.227.1120 Fax: 952.227.1110 1. The applicant shall enter into a site plan agreement. Recreation Center 2310 Coulter Boulevard 2. The architecture shall be revised to match the plan dated October 4, 2013. Phone:952.227.1400 Fax 952.227.1404 3. Recycling space shall be contained within the trash enclosure located on the north Planning & side of the building. , Natural Resources Phone: 952.227.1130 4. All signs including future business wall signs are required to obtain permits and Fax: 952.227.1110 meet city standards. Public Works Landscaping 7901 Park Place Phone:952.2271300 1. The applicant shall install a total of 11 islands/peninsulas in the parking lot and 66 Fax:952.227.1310 trees. Senior Center 2. The applicant shall specify a columnar evergreen species for the northeast Phone: 27.1110 landscape peninsula. Fax: 952.2271110 Web Site 3. The applicant shall install adequate bufferyard plantings along the north property www.ci.chanhassen.mn.us line. 4. The applicant shall correct the botanical name for Imperial honey locust in the plant schedule. SCANNED Chanhassen is a Community for Life . Providing for Today and Planning for Tomorrow V Mr. Brandon Champeau November 13, 2013 Page 2 Park 1. A sidewalk shall be placed along the entrance drive at Lake Drive West that connects to City trails. 2. Full park fees in lieu of parkland dedication shall be collected in full at the rate in force upon final plat submission and approval (2013 rate at $12,500 per acre). 12.40 x 12,500=$155,500 Buildm¢ 1. The buildings are required to have automatic fire extinguishing systems. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four feet high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss property line issues as well as plan review and permit procedures. Engineerin¢ 1. Outlots A and B shall be deeded to the City by Limited Warranty Deed upon recording of the final plat, subject to review of an updated title commitment to the Outlots and approval of title by the City Attorney. A use restriction preserving the property for open space may be recorded against Outlot A by Developer immediately prior to the recording of the Limited Warranty Deed, provided the use restriction has been approved by the City Attorney. These use restrictions may be modified by approval of the City and the owner of Lot 1, Block 1, Powers Pointe. The property being conveyed to the City shall be subject to all easements of record, provided the easement does not interfere with the City's intended use of Outlot A, and a Declaration of Development Standards and Protective Covenants dated December 19, 1988, as document no. 59565. Developer shall use commercially reasonable efforts to cause this declaration to be removed from title by a proceeding subsequent to be completed after the plat has been recorded. 2. The sight line and turning movement information for each access must be submitted to Carver County for review and approval. 3. The developer must obtain the necessary permits for the work within the Powers Boulevard right of way and submit any required security before work in the right of way can commence. 4. The current streetlight locations provide adequate lighting at the proposed driveway intersections. Mr. Brandon Champeau November 13, 2013 Page 3 5. This parcel was not assessed for the trunk watermain improvements; therefore, the City Water Access Charge (City WAC) shall be collected with the building permit at the rates in effect at that time. 6. The City Sewer Access Charge (City SAC) is waived because the property was assessed and paid the trunk sanitary sewer fee with City Project 78-3. 7. The developer's contractor must notify the Chanhassen Utility Department a minimum of 72 hours in advance of the wet tap. 8. Prior to installation of the private watermain the developer must obtain any necessary permissions to install the hydrant within the gas and electrical easement on the site. 9. The property owner shall pay for any costs incurred from the terms of the MCES agreement within four (4) years of sanitary sewer connection. 10. Prior to connection the developer shall acquire the necessary permits/permissions to connect to the Met Council sewer and must obtain an MPCA Sewer Extension permit. 11. Staff and the developer's engineer are working to modify the storm sewer design at the full access to improve energy dissipation. Design changes must be completed prior to City Council consideration of the final plat. 12. The developer must provide catch basin spacing calculations to Carver County for review and, if necessary, provide additional catch basins prior to City Council consideration of the final plat. 13. Upon City Council approval of the final plat, the developer is authorized to proceed with site grading operations prior to submittal of the final plat and related documents, provided that the project security has been submitted. 14. Before the retaining wall can be constructed the developer must obtain the necessary approvals (if any) to install the wall within the gas and electrical easements. 15. Walls over four feet high require a building permit and must be designed by an Engineer licensed in the State of Minnesota. 16. Temporary sediment basin(s) will be required during mass site grading. 17. Dewatering of temporary sediment basin(s) will require the use of a floating skimmer methodology. 18. Winter shutdown will require all exposed soils to be stabilized. If soils are frozen, the site shall be hydro mulched. If the site is snow covered the area will need to be frost seeded and have straw mulch blown atop the snow. This shall be included as a note in the erosion prevention and sediment control plan and within the Storm Water Pollution Prevention Plan (SWPPP). 19. The SWPPP and all pertinent plans shall be updated to reflect that Lake Susan is within one mile of the site, receives drainage from the site and is impaired for excess nutrients. a Mr. Brandon Champeau November 13, 2013 Page 4 20. Appendix A of the General Permit Authorization to Discharge Stonmwater Associated with Construction Activity under the NPDES shall be incorporated into the Erosion Prevention and Sediment Control Plan, the Grading Plan, the SWPPP and the storm water management plan as well as anywhere else it applies. 21. Prior to recording of the final plat calculations shall be provided showing that one inch of runoff from the new impervious surface is retained on site either through infiltration and/or reuse from the underground storm sewer vaults. 22. Construction of the rain garden shall not occur until after the majority of the site is stabilized and at least the base course is installed in the paved areas. 23. The proposed rain garden area shall be protected from construction -related activities until such a time as it is ready to be constructed. This shall be indicated on the plans where appropriate. 24. Best Management Practices such as j-hooked silt fence or properly sized and staked biorolls or wattles shall be installed to break up the run on the slopes located in the southeast and southwest corners of Lot 1. 25. The plans shall include all pertinent setbacks and buffers including: a. Shoreland Overlay District (300' from centerline of Bluff Creek) b. Fifty (50) foot setback from Riley Creek. c. All bluff impact zones. d. All wetland boundaries and buffers from those boundaries. 26. Given the proximity to the wetland along Powers Boulevard, the applicant shall make available the necessary evidence to determine that no loss of jurisdictional wetland will result from the proposed activities. 27. Vegetative and topographic alterations shall only occur as necessary for the construction of the facility and appurtenant infrastructure. The wall located southwesterly on the site labeled "Wall 2" in the staff report, shall be relocated easterly to minimize aforementioned alterations. 28. Tree preservation shall occur in those areas where grading is not integral to the intended purpose or construction of the site. Tree protection fencing shall be shown on the plan and installed concurrently with the initial erosion prevention and sediment control BMPs. 29. Stabilization of all exposed soil areas must be initiated immediately but in no case later than seven (7) days after construction activities have permanently or temporarily ceased in that area. 30. The $240.879.40 Surface Water Management Fee must be paid before the final plat is recorded. The fee was calculated as follows: Water Quality 12.4 acres($16,440/acre)-- $203,856.00 Water Quantity 12.4 acres($8,110/acre)= $100,564.00 SWMP Credit 7.73acres (0.5*$16,440/acre)=-$63,540.6" Mr. Brandon Champeau November 13, 2013 Page 5 The Site Plan Agreement must be prepared by our offices for recording; however, cost estimates for the improvements must be submitted to our offices before the agreement can be prepared. Please refer to the enclosed checklist which stipulates all of the submittal requirements for recording the final plat and associated documents. If you have any questions, please call me at (952) 227-1139 or e-mail me at kaanenson@ci.chanhassen.mn.us. Sincerely, Kate Aanenson, AICP Community Development Director KA:ktm Enc. ec: Alyson Fauske, Asst. City Engineer Jerry Mohn, Building official gAplan\2013 planning ea \2013-20 powers poirte\appmval letter I 1-13-2013.dm ITEMS REQUIRED FOR FINAL PLAT RECORDING The following items are required to be submitted for recording of the following plat and associated documents: POWERS POINTE ❑ Two signed Final Plat Mylars no larger than 22" x 34". Do not mark "Official Copy" on the County copy. 0 Three 1"= 200' scale paper copy of the final plat (one copy each for Carver County Auditor, Assessor and Surveyor) ❑ One, 1" = 200' scale paper reduction of the final plat (with street names and lot and block numbers only) ❑ One, 1" = 200' scale mylar reduction of the final plat ❑ Security: $66,604.35 ❑ Cash Fee: $397,600.90 ❑ Digital copy of the final plat in Axf and .tif formats (.pdf compatible) in Carver County coordinates ❑ Signed Development Contract ❑ Mortgage Holder Consent to Plat, if applicable ❑ Mortgage Holder Consent to Development Contract, if applicable ❑ Limited Warranty Deeds for Outlots A & B, Powers Pointe The following must be done before the plat can be filed: ❑ Current year property taxes must be paid in full and any delinquent property taxes or green acres taxes must also be paid. ❑ A copy of the title commitment or deed must be provided if the developer has closed on the property recently since County records will not likely be updated (email to Assistant City Engineer Alyson Fauske at afauske(a,ci.chanhassen.mn.us as soon as possible). Via Fed -EX November 15, 2013 City of Chanhassen 17700 Market Blvd I Chanhassen, MN 55317 (P)952-227-11001 ZONING COMPLIANCE LETTER REQUEST RE: Lake Drive West, Chanhassen, MN Please find a Zoning Compliance Letter Request. Please complete the enclosed form and return to me as soon as possible. If there are any questions, please do not hesitate to contact me. Sandra Lahti (MU) 612-305-2 0 — ct 612-305-2029 —Fax slahti@firstam.com FIRST AMERICAN TITLE 1900 Midwest Plaza West 801 Nicollet Mall Minneapolis, MN 55402 {Qur File No. NCS-621048-MP CITY OF CHANHASSEN RECEIVED 140V 'I b 2013 CHANHASSEN PUNNING OEPT SCANNED First American Title File No.: NCS-621048-MPLS ZONING LETTER REQUEST UNIFORM LAND USE CONFIRMATION FORM Subject Property: Lake Drive West, Chanhassen, MN Parcel Number: 25.190037 Legal Description: Outlot F, Chanhassen Lakes Business Park, according to the recorded plat thereof, Carver County, Minnesota. Registered Property Certificate of Title No. 34256 A. Requested by and Return to via e-mail or fax and hard copy via mail: Attn: Sandra Lahti FIRST AMERICAN TITLE 801 Nicollet Mall, Suite 1900 Minneapolis, MN 55402 Our File No.: NCS-621048-MPLS B. The current use: Industrial Building C. Proposed future use: Industrial Building Please Provide the following information: Phone:612-305-2009 Fax:612-305-2029 E-mail: slahti@firstam.com The Subject Property is designated in the Comprehensive Plan as: 2. The current zoning classification for the Subject Property is: � hod•-. s`�r �'ti.i D�; �c I�:H-% � � s�!'�Z� �Tl�� There [ / are no ] applications filed for the Property (e.g., zoning, subdivision, special use permit, conditional use pen it, ariance site plan approval etic.)*. C'..�. b e� �V � S w�� 1 ,�^p �+�X �� `✓`�C �� `�"�6 ��J'Q$7��J �� V �✓C 7- First American Title File No.: NCS-621048-MPLS 4. The use of the Property as described in paragraphs B, above, is a. Permitted* G'S) No b. Conditional* Yes No c. Nonconforming* Yes No d. Parking: es No (Is the current number of parking spaces in compliance with the current zoning requirements?) 0�gl I v' " 5. The proposed use as described in ParagrpbC, above, is: a. Permitted* Ye No e. Conditional* Yes No f. Nonconforming* Yes No g. Parking: es No (Is the current number of parking spaces m compliance with the current zoning requirements?) 4;a- 6. There are records in the City files of unsatisfied zoning violation *. Yes No 7 Variances have been granted for the Property.* Yes I o 8. Flood Insurance Rate Map (FIRM)*: e No Property Appears to be in zone(s) 0,— Q Community Panel No. 270051 000 s pj Dated: 7 Z % 9. Are the buildings and improvements in compliance with the above mentioned Ordinance/Comprehensive Plan and applicable ordinances and regulations, including without limitati bdivision, building, environmental and energy codes and regulations*: Yes No 10. The subject property conveyed without the filing of a plat, or re -plat of the land. Yes o ( _ f� Q ✓LL�tSY re �'' mod' *For additional comments please use section 11 "Comments". 11. Comments: c*, 12. This information was researched by the undersigned, on request, as a public service. The undersigned certifies that the above information in paragraphs 1-8 is believed to be accurate First American Title File No.: NCS-621048-MPLS based on or relating to the information supplied in paragraphs A, B, and C; however, neither the undersigned nor the City assumes liability for errors and omissions. All information was obtained from public records which may be inspected during regular business hours. Signature '�p lO2r� GChe(-eLAS Title Date First American Title File No.: NCS-621048-NTLS CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 11/19/2013 1:12 PM Receipt No. 00236504 CLERK: AshleyM PAYEE: First American Title Insurance Company Po Box 4600 Scottsdale AZ 85261- ---------------------- ----- Zoning Letter 25.00 Total Cash Check 001550 Change 25.00 0.00 25.00 0.00 First American Title Insurance Company P.O. &� 4600 PAYEE: THE CITY OF Smasdale. AZ 85261 PH. (602) 685-7000 DATE CHECKNUMBER 001550 INVOICE DATE INVOICE NUMBER DESCRIPTION ACCOUNT NUMBER AMOUNT PAID 11/15/2013 621048 Zoning Letter CI . v OF CHANHASSEN RECEIVED The City of Chanhassen woV 1U 4 2013 25.00 C44 HASSENPLANNINGDEPT 0 SUPERIOR PRESS - (MI 59P7998 JB1236397 MOST WESTERLY LINE OUTLOT F 1 t R� PpU`bP'Cpp1�D �1 i (� �� ✓ t •pEt4'fEP� CH1CPj ' i POWERS POINTE N 576.44 24+1W 5q8"� jp0.64- 965tOt•gf3 121.06 N90° 00' 0 _ 4 5�. C� �r`J - 4424»W sp2320 J _ ♦Y� ,1.5I r"8s OUTLOT �_' 6 ___ _ 35.6 t �� 'L- GAS TRANSMISSION EASEMENT PER BK. - a , p 155• / i 61 DEEDS, PG. 503 (DOC. NO.98312) AND B (YJ Ui BK.61 DEEDS, PG. 505(DOC. NO.98306), '� MODIFIED BY DOC. NO.35620 (PARTIAL l� +r),4 2 "W \-- ELECTRIC TRANSMISSION RELEASE) N9II 0 010940"E \\f 5j6 4410 00 - ` EASEMENT PER DOC. N0. 55883, i I I <, ° N I �_.,, � Icy J E. LINE OF NW 1/4 --- r - SEC. 14 T.116N R. 23W 44+24W 11 I 5j6 553 MODIFIED BY DOC. NO. 117656 / (PARTIAL RELEASE) Y I \ 1< �I I (J \ I \�.�N5°03'34"E I I x 63.45 � \J' 1 ELECTRIC TRANSMISSION EASEMENT PER/ I LOT 1 BK, 61 DEEDS, PG. 92 (DOC. NO.89731), �� r MODIFIED BY DOC. NO. 34918 (PARTIAL RELEASE) N� BLOCK 1 r_ i OUTLOT A 377.24 N90 001001' @� 49 a2F d;1°0$240�r;_�P r_ Cg13 I / �J- 'ro N KNOW ALL PERSONS BY THESE PRESENTS: United Properties Investment, LLC, a Minnesota limited liability company, owner of the following described property situated in the County of Carver, State of Minnesota, to wit: Outlot F, CHANHASSEN LAKES BUSINESS PARK, Carver County, Minnesota, Has caused the same to be surveyed and platted as POWERS POINTE and does hereby dedicate to the public for public use forever the easements for drainage and utility purposes as shown on this plat. In witness whereof said United Properties Investment, LLC, a Minnesota limited liability company, has caused these presents to be signed by its proper officer this day of ,20 Signed: United Properties Investment, LLC, a Minnesota limited liability company. By: Its Assistant Vice President Brandon Champeau STATE OF MINNESOTA COUNTY OF This instrument was acknowledged before me on this day of 20 by Brandon Champeau, Its Assistant Vice President of United Properties Investment, LLC, a Minnesota limited liability company on behalf of the company. Signature of Notary Notary's Printed Name Notary Public, County, Minnesota My Commission Expires January 31, 20 I , Michael R. Williams, do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on the this plat; that all monuments depicted on the plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on the plat. Dated this day of 2013 Michael R. Williams, Licensed Land Surveyor Minnesota License No. 44076 STATE OF MINNESOTA COUNTY OF HENNEPIN This instrument was acknowledged before me this day of 2013, by Michael R. Williams. Signature of Notary Notary's Printed Name Notary Public, Hennepin County, Minnesota My Commission Expires January 31, 20 CHANHASSEN, MINNESOTA This plat of POWERS POINTE was approved and accepted by the City Council of Chanhassen, Minnesota, at a regular meeting thereof held this day of 20 . 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, Subdivision 2. CITY COUNCIL OF CHANHASSEN, MINNESOTA By Mayor By City Manager or Clerk TAXPAYER SERVICES DEPARTMENT, Carver County, Minnesota I hereby certify that taxes payable in 20 and prior years have been paid for land described on this plat, dated this day of 20 Mark Lundgren, County Auditor County Auditor/Treasurer SURVEY DIVISION, Carver County, Minnesota Pursuant to Minnesota Statute Section 383B.565 (1996), this Plat has been approved this day of 20 John E. Freemyer, County Surveyor REGISTRAR OF TITLES, Carver County, Minnesota I hereby certify that the within plat of POWERS POINTE was recorded in this office this day of 20 , at o'clock _ .m. Carl W. Hanson Jr., Registrar of Titles m DRAINAGE AND UTILITY EASEMENT ARE SHOWN THUS: (NO SCALE) o c 10.00 o C 10_001 BEING 10.00 FEET IN WIDTH AND ADJOINING LOT LINES, AND 10.00 FEET IN WIDTH AND ADJOINING RIGHT OF WAY LINES, UNLESS OTHERWISE INDICATED, AS SHOWN ON THE PLAT. N GRAPHIC SCALE 100 0 50 100 200 ( IN FEET ) 1 inch - 100 feet. SCALE IN FEET THE ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE E MOST WESTERLY LING OUTLOT F, CHANHASSEN LAKES BUSINESS PARK, CARVER COUNTY, MN. AND IS ASSUMED TO BEAR S 020 30' 00" E. LEGEND DENOTES IRON MONUMENT FOUND AS LABELED O DENOTES IRON MONUMENT SET W/ CAP STAMPED "RLS 44076" AM90001 ENGINEERING I SURVEYING I ENVIRONMENTAL I PLANNING p,D ' 0 PC�F 044 2W P Q 8'1 VN 5710 0 64 C� ' 1 Pv UKEE o SL 565 0 9 46.26 P GN1GAGO � M`� ' o / !•2g ��'�''' NI ON 150 I y"', 121.06 W N90° 00' 00•'E — I i M11 576 °44 24 0 - N C �`G °44 24 W 50262 <�/ �� i I sg OUTLOT C ` _ S76 — 35 — --- GAS TRANSMISSION EASEMENT PER BK. ICI 99 a M o �" 1 55.06 _ % 61 DEEDS, PG. 503 (DOC. NO. 98312) AND �� W 13°15'36 "E BK. 61 DEEDS, PG. 505 (DOC. NO.98306), IIjI ► A 0 r ► - 35.00� J" �� MODIFIED BY DOC. NO.35620 (PARTIAL zI = .34 AC i' 4„ RELEASE I L N90°00'00•'E V� \ ---- ELECTRIC TRANSMISSION ) �' — Z 12194 °44, 0 p•0 576 �i i EASEMENT PER DOC. NO.55883, II` I MOST WESTERLY LINE OUTLOT F MODIFIED BY DOC. NO. 117656 III (PARTIAL RELEASE) I ► I, I < \ . N5003'34"E I I I VO "> 63,45 ► `� I ELECTRIC TRANSMISSION EASEMENT PER I BK. 61 DEEDS, PG. 92 (DOC. NO. 89731), ' I LOT 1 MODIFIED BY DOC. NO. 34918 (PARTIAL O ► �^ RELEASE) �1 IIZI to �O P J A = 12.40 AC (TO BE VACATED) I col � r,� E. LINE OF NW 1/4 ► SEC. 14 T.116N R. 23W I IwI Q I ►I s �s re° OCD OO i i V OUTLOT A = 4.20 AC 2S� ► J77. 24 N90 900'00 "E 0 II / / / / / EXISTING LEGAL DESCRIPTION Outlot F, CHANHASSEN LAKES BUSINESS PARK, Carver County, Minnesota. EXISTING ZONING IOP: INDUSTRIAL OFFICE PARK DISTRICT OWNER/DEVELOPER UNITED PROPERTIES LLC 3500 AMERICAN BLVD W., SUITE 200 MINNEAPOLIS, MN 55431 ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone:952-646-0236 Fax: 952.646.0290 www.evs-eng.com LOT SIZES City of Chanhassen, MN GROSS SITE (ALTA) = 737,904 SF 16.94 AC 7700 Market Blvd PO Box 147 LOT 1 = 540,059 SF 12.40 AC Chanhassen, MN 55317 OUTLOT A = 183,132 SF 4.20 AC Phone: 952.227.1100 OUTLOT B (WELL) = 14,713 SF 0.34 AC Fax: 952.227.1110 www.ci.chanhasson.mn.us THE ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE E MOST WESTERLY LINE OUTLOT F, CHANHASSEN LAKES BUSINESS PARK, CARVER COUNTY, MN. AND IS ASSUMED TO BEAR S 02° 30' 00" E. U N 0 60 120 Civil Plans CLIENT P . 0 . E RT I E r 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Pointe LOCATION Chanhassen, MN SHEET Preliminary Plat City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL A 9/18/13 PER CITY COMMENTS I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 18/ 2013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY [0-"T141=111, bill► DATE PROJECT # 9.18.2013 2013-057.1 SHEET NUMBER C301 SCALE IN FEET AREA MAP fx 80tMu�glrtl�MMq.� � �-0�i�y LP zz /p r, SITE LOCATION oe 1""' n , A - V a �T I�N 1 Y iJ PROJECT LOCATION CIVIL PLANS FOR Chanhassen, MN Presented By: United Properties PROJECT CONTACT LIST DEVELOPER UNITED PROPERTIES 3500 AMERICAN BLVD W, SUITE 200 MINNEAPOLIS, MN 55431 CONTACT:BRANDON CHAMPEAU TEL: (952) 837-8653 EMAIL: brandon.champeau@uproperties.com ARCHITECT LAMPERT ARCHITECTS 420 SUMMIT AVE ST. PAUL, MN 55102 CONTACT: JAMES BERTHIAUME TEL: (763) 755-1211 x109 EMAIL: james@lampert-arch.com CONTRACTOR R.J. RYAN CONSTRUCTION, INC 1100 MENDOTA HEIGHTS ROAD MENDOTA HEIGHTS, MN 55120 CONTACT: JEREMY THOMAS TEL: (651) 365-7009 EMAIL: jthomas@rjryan.com CIVIL ENGINEER EVS, INC. 10250 VALLEY VIEW ROAD, SUITE 123 EDEN PRAIRIE, MN 55344 CONTACT: DAVE NASH TEL: (952) 646-0253 FAX: (952) 646-0290 EMAIL: dnash@evs-eng.com SHEET INDEX SHEET DESCRIPTION C100 TITLE SHEET C101 EXISTING CONDITIONS AND TREE REMOVALS L102 ALTA SURVEY (GRONBERG & ASSOCIATES) C201 CIVIL SITE PLAN C301 PRELIMINARY PLAT C401 GRADING PLAN C402 EROSION CONTROL PLAN C403 GRADING AND EROSION CONTROL DETAILS C501 UTILITY PLAN C601 CONSTRUCTION DETAILS C602 CONSTRUCTION DETAILS C603 CONSTRUCTION DETAILS rC604 CONSTRUCTION DETAILS ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax:952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227.1100 Fax: 952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT I - PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Title Sheet City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY GI11 OF sEN RECEIVED DMS/BMJ DJN SEP 16 2013 DATE PROJECT # 0414HASSPYPLO" OM 9.13.2013 2013-057.1 SHEET NUMBER C100 + �-•—.,.."."..... 1ti8'� 9233�M13-1b NOTES TOPOGRAPHIC AND TREE LINE SURVEY BY RLK, DATE: 12/10/07 r �1� P l$100 4Pi so LEGAL DESCRIPTION �� f'! c �s �) # o Outlot F, CHANHASSEN LAKES BUSINESS PARK, Carver County, Minnesota. \ \ 0 %J(� .J 0 \ PIPELI ��__.. �,.� IPELI E 1 G TES qqp LEGEND J v PU t v ( / 9 j �� ! .�yr ✓ r / ) 1 ( �I �\I CLEARING AND GRUBBING LIMITS GN F) � X z V 9 9 91 TREE PRESERVATION TABLE APPROXIMATE AREA OF TREES ON -SITE 401,197 SF TREES REMOVED FOR GRADING/SITEWORK 193,610 SF % REMOVED 48% PIP ) E KER 1 9 $ �i � J f T T FtAA �—` P�� /� 1 1 f 1 f 1XX 1\ 1 1 JU �c 1 NW. 83.51 i.E.N 895.Sfi� e Q$' 9 /AR,/ a9 1 \ \\ N bV' l l / /1� 9 Approximate tree ine \ \ / / / f + \96 4 per aerial photo:JG 969�� 0 \\ 1 1 / 11 / 8 �9yti9 L/X \ \� 30 RCP CL5 SA SIN\ 1 1 / l I i \ ! l \ , / J I 4om a / I / 9 J ( ( koy F MET COUNCIL INTE T-OR ( Nx\ _N1 I�1I�If f ; r •$9ry �, �. J~ /XX ON 7 62 9T y9 o line of Cfy 9�9y IN SCALE IN FEET ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952.646-0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227-1100 Fax: 952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT ' IUN ITER PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Existing Conditions and Tree Removals City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 911312013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER C101 ■ ALTA/ACSM LAND TITLE SURVEY FOR UNITED PROPERTIES INVESTMENT, LLC, _--- " PAULS FAMILY TRUST, AND i -- FIRST AMERICAN TITLE INSURANCE COMPANY OF OUTLOT F CHANHASSEN LAKES BUSINESS PARK CARVER COUNTY, MINNESOTA 4 ' a POWER sue" ¢ 0441 r POLE 50 I ,. N�6 6 ' 0. 4 lAMPO%T I PIPELBiE� ■ I MARKER I _._--' • it y7- _� ''' UMARKER O ui T D PIPELINE MA ^� RKER O ' # �•'' a(-'J I �. �• Q ELEC Y I "_.�+—+ r,• _ ." .. _ _ ' , _ _„ I _ _ _ _ j j1 • THEE PIPELINE 3 I I �. •- 'r -f'- ~' _ _ _ ' PINE I 1 _ i W GATE W MARKER ln,.. 1. VALVE _ 1 -4, I m I �+ - POWER _ - _ -�__ - ,I I a I 03 GAS ..o 65� .5 _ _ ' ' — l i ► VALVE Ci I _'` OF PINTRpGK'-`Z'•"+-i`..' - '-- � � ' _," ,- N76'44'24,� E I-- -' 'II _ 1` i"ti 1 GEI1ZEFlIP1E_ STREETCIS I 06 rn __ � .. -�= _-" I-i•.' 155 wo �_-' 1 w_ r r S 76044.24 W R N �c - - > 14ATURAEASEMEL'GAS COMPANYT TO ; RELEASED r A VALLEY i`- 5 _ g - - = _ r I - EXCEPT FOR PORTION DESCRIBED IN , 1 1 CATCH PIPELINE _ ' _ _ , ' — DOG. N0. 35620; THIS RELEASES EASEMENT TO NW BELL TELEPHONE CO 1 1 SABM 1 ' 1 DOC. NOS. 98306 & 98312 o - c PIPELINE EASEMENT TO NSP ' } 1 MARKER —` PIPELINE _++' MARKER_ �"- LEGAL DESCRIPTION OF PREMISES: Outlot F, CHANHASSEN LAKES BUSINESS PARK rW To United Properties Investment, LLC, Pauls Family Trust and First American Title Insurance Company: This is to certify that this map or plat and the survey on which it is based were made in accordance with the 2011 Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys, jointly established and adopted by ALTA and NSPS, and includes Items 1, 4, 8 and 11(a) of Table A thereof. The field work was completed on September 10, 2013. Date of Plat or Map: September 10, 2013 Mark S. Gronberg MN Lic. NO. 12755 : Iron marker found D : Iron marker set Bearings shown are based upon an assumed datum NOTES: 1. As to Table A Item 4, the gross land area is 737,904+- square feet. 2. Easements shown are those listed in First American Title Insurance Company Title Commitment No. NCS-621048-MPLS dated July 28, 2013 3 Easement for communication systems to Northwestern Bell Telephone Company per Doc. No. 89793 was released and replaced by Doc. No. 13158; however land described in Doc. No. 89793 lies southerly of Outlot F. - PER DOG. NV. 89731;RELEASED EXCEPT 1 1 PER DOC. NO.55883 FOR PORTION DESCRIBED IN DOC.NO.34918 1 1 VALVE MODIFIED BY ASSIGNMENT AND 1 1 ASSUMPTION OF EASEMENT PER NO. 117656. LAMPDOC. POST 11 1 l� 1 li 1 I� 1 1 1 ly 1 I I 1 I 1 1 � 1 II i 1� , it I 1 I STREET 1 I SIGN I 1 1 o ova It i Iz11 Ii 1 1 , 1 ` , LAMP CATCH I I 1 POST ° BASIN ••, 1 , I HYDRANT " ` GATE VALVES 1` 1 , CABLE ' BOX POWER ' , 1 BOX ROAD ® SIGN 1 ix It II I� 1 I li 1 , 1 1 I , I I �.`V '` •. / / / / / / C'b i' s ?zIn RT Z J Z n' vial q F' a Y � Oct o°Z Cn 7 0 Q N W �_ � 4zx r• WON W Z J 0) ZWcoa� Z OdIn z o >, In X 0 C � o� N C 0. O myin 00 4� a>,c m >E�m 0670 C m �C N a y 4) J O �;w L T'Q y w�mm E� $�_°o � 4) maYm r-Dm _;mom o / / UY z ¢ 0 120 240 = � ��H CATCH fJ� a`Lc SCALE IN FEET Y M60 N 90 000'00" W 377.24 w 0 O� SHEET NUMBER Ll 02 T/W B/W T/W 936. B/W 929 T/W 9: BM 9: T/W B/W TA BA South tine of Ou#lot "fi -_. J �� j CHANHASSEN LAKES BUSItiESS� �f �f NOTES 1. DIMENSIONS ARE TO BACK OF CURB AND EXTERIOR FACE OF BUILDING UNLESS NOTED OTHERWISE. 2. CONCRETE SUPPLIERS ARE REQUIRED TO HAUL CONCRETE WASTE AND WASH OFF -SITE. 3. EXISTING STRIPING ON POWERS BLVD AT LAKE DRIVE WILL NEED TO BE CHANGED TO ACCOMODATE TURN LANES. EXISTING STRIPING SHALL BE OBLITERATED BY GRINDING OR SANDBLASTING. NEW STRIPES SHALL BE LATEX WITH 6" EDGE LINE. 4. ALL CONCRETE CURB SHALL BE B6-12 UNLESS OTHERWISE NOTED. SITE SUMMARY EXISTING IMPERVIOUS AREA 0 S.F. (0.00 %) EXISTING PERVIOUS AREA 737,904 S.F. (100.0 %) PROPOSED IMPERVIOUS AREA 203,538 S.F. (27.58 %) STING R, TOTAL SITE AREA 737,904 S.F. (16.94 AC.) IGN ZONING SUMMARY IOP - INDUSTRIAL OFFICE PARK DISTRICT LEGEND ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone:952-227-1100 Fax:952-227-1110 www.ci.chanhassen.rnn.us PROPOSED BITUMINOUS PAVING (DETAIL 5, SHEET C500) Civil Plans PROPOSED HEAVY DUTY BITUMINOUS PAVING i (DETAIL 7, SHEET C500) PROPOSED CONCRETE SIDEWALK (DETAIL 6, SHEET C500) CLIENT :4.j;••`. PROPOSED CONCRETE PAVEMENT - TIPOUT CURB (136-12) U N I i E Q PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Civil Site Plan City Submittal gyp` # DATE REVISION A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 N SHEET NUMBER 0 50 100 SCALE IN FEET C201 CN`�PG MOST WESTERLY LINE OUTLOT F P QP O 2 4"W S76°44 r) 06 i A-�3015'36 "E 35.00" -' S76°44100 � EXISTING LEGAL DESCRIPTION Outlot F, CHANHASSEN LAKES BUSINESS PARK, Carver County, Minnesota. EXISTING ZONING IOP: INDUSTRIAL OFFICE PARK DISTRICT OWNER / DEVELOPER 0 P� �n R UNITED PROPERTIES LLC 3500 AMERICAN BLVD W., SUITE 200 55 yr MINNEAPOLIS, MN 5543131 44p24"W —' 576 100.6 4 P — 1 L P 5°2 g8 LOT SIZE 46 26 OUTLOT F = 737,904 SF 16.94 AC NN 150 _ � I 76 °44'24 Wf -r II I ,04-565.-�11.56 sot 6 35 --- GAS TRANSMISSION EASEMENT PER BK. IZI I �My 61 DEEDS, PG. 503 (DOC. NO. 98312) AND 11� 10 W BK. 61 DEEDS, PG. 505 (DOC. NO. 98306), Ilil MODIFIED BY DOC. NO.35620 (PARTIAL �I /--- ELECTRIC TRANSMISSION RELEASE) EASEMENT PER DOC. NO. 55883, MODIFIED BY DOC. NO. 117656 (PARTIAL RELEASE) I I 34"E 1'-' 63.45 I I ELECTRIC TRANSMISSION EASEMENT PER -' BK. 61 DEEDS, PG. 92 (DOC. N0.89731), MODIFIED BY DOC. NO. 34918 (PARTIAL RELEASE) III 00 (° Ln O / (TO BE VACATED) I cool / rj LOT 1 11 1 / �0 In / aQ A = 16.94 AC --- Il 5 - 11.5/ / BLOCK 1 D=1 °50'50" \ \ 34.52 THE ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE E MOST WESTERLY LINE OUTLOT F, \ / C�0� ^ / CHANHASSEN LAKES BUSINESS PARK, CARVER �1`z COUNTY, MN. AND IS ASSUMED TO BEAR S 020 30' 00" E. \ DRAINAGE & UTILITY "" CM \ EASEMENT — SO 377.24 — N90 000'00 "E N 0 60 120 SCALE IN FEET ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952-646-0290 www.evs-ong.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227-1100 Fax:952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT UNITED PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Preliminary Plat City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 1312013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER C301 4 f 7�,I PIPELI �yy.,.l,.-•l"'.1-'Y"L' • �.- ) , J MARK r /Q 13- E �+ 945.40 /f� 1 / 937. // ' �!i'-r / , r ,. .---• 95a � -7/77-4 5.40 .85 g5 �/ f /"� X 941.40 j 10t 944 5.40 /�-- J f / f tf EOF *PIP iN . 946/f // 60 + ../ "`..- 93 .a PIP LINE11 / / ! +- 1 T� 6: NV 9 T.5'/rj ` 942 94tB / ( + , /j ✓'� - - / / / f rBAV , 20 6 W 92j:0 7. )0( 940.6b ,' 942.0 942 1 3a jr 0 oho X, 4.s7 \ 1v g4ro .50 /-. ON r .50 . � g40 Tg38 g3$ g3314 9 9 Q ' 30 T.50 T i 7� �s t rn40\ j / t� 1 ) � l� 1� 1� lll. 5.50 ' _,._ 5 �� N cii l e 91% lIr �- 1 , v \\ �� ~ 30- RCP CL5 S. MET COUNCIL 5.30 5.50 n ,. - / o NC14 co 941.64 os� • I I { _ ,/� /! ( / , , ' /� - / { OAR N 830 830 / z ( r. � 9? g2 93U83? 93q' 936 � 938 940 --'�� *,� `� •`ti.. ( � ' ( ( ��/' � I j ,�...j.. p RO 1 , t AV 41 , l 41 ROAD SIGN '¢ 14 11 i h GRADING NOTES 1. PROPOSED CONTOURS ARE TO FINISHED SURFACE ELEVATION. SPOT ELEVATIONS ALONG PROPOSED CURB DENOTE FLOWLINE GRADE. 2. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. THE CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 3. THE CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE OWNERS SOILS ENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNERS SOILS ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. 5. CONTRACTOR SHALL PERFORM A TEST ROLL PRIOR TO AGGREGATE BASE CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE A FULLY LOADED TANDOM TRUCK (25 TONS). THE SOILS ENGINEER SHALL DIRECT AND APPROVE THE TEST ROLL. 6. TEMPORARY SEED & MULCH TO BE PLACED WITHIN 72 HOURS AFTER ROUGH GRADING COMPLETION. 7. ALL EXPOSED SOIL AREAS MUST BE STABILIZED AS SOON AS POSSIBLE TO LIMIT SOIL EROSION, BUT IN NO CASE LATER THAN SEVEN (7) DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. 8. THE CONTRACTOR MUST CALL GOPHER STATE ONE CALL AT 651-454-0002 BEFORE DIGGING TO VERIFY LOCATION OF EXISTING UTILITIES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WORK WITH THE UTILITY COMPANIES AND RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH PROPOSED IMPROVEMENTS. 9. MAX SLOPE FOR GRADING IS 3:1. 10. CONTRACTOR TO HAUL OFF ALL EXCESS MATERIAL TO A LOCATION SELECTED BY OWNER. Know what's Below. Call before you dig ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227-1100 Fax: 952-227-1110 www.ci.chanhassen.mmus Civil Plans CLIENT UN I T E 0 PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Grading Plan City Submittal # DATE REVISION A 9113/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 NSHEET NUMBER 0 50 100 SCALE IN FEET C401 sue' U Q s ��✓�'°�198�::-� -- 0 �� I 1 j z o- �--- 3 . / / f - -� { / III { /l J 22 B/W 3� �o - %--�%� ,% f r t a C V`` M '3�� / (/ /� VAN Me NiCAL ! 1 J// I �i}��, l B 0CK G % 1 / / A Q1/ � / JT TF/ / JT� 30.0 o 10 s y �1 1 r / OX �1 1 9`lR NOTE TO CONTRACTOR THE EROSION CONTROL PLAN SHEETS ALONG WITH THE REST OF THE SWPPP MUST BE KEPT ONSITE UNTIL THE NOTICE OF 9 ti TERMINATION IS FILED WITH THE MPCA. THE CONTRACTOR MUST J uc UPDATE THE SWPPP, INCLUDING THE EROSION CONTROL PLAN uc c SHEETS AS NECESSARY TO INCLUDE ADDITIONAL REQUIREMENTS, SUCH AS ADDITIONAL OR MODIFIED BMPS DESIGNED TO CORRECT PROBLEMS IDENTIFIED. AFTER FILING THE NOTICE OF TERMINATION, ENGINEERING 150 THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS, AND SURVEYING ALL REVISIONS TO IT MUST BE SUBMITTED TO THE OWNER, TO BE ENVIRONMENTAL KEPT ON FILE IN ACCORDANCE WITH THE RECORD RETENTION REQUIREMENTS DESCRIBED IN THE SWPPP NARRATIVE. PLANNING EVS, INC. q1o? 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 ,q�} / o Fax: 952-646-0290 9'q! q / www.evs-eng.com SEQUENCE OF CONSTRUCTION City of Chanhassen, MN 7700 Market Blvd 411. PHASE I: e��b 9Chanhassen, MN 55317 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. Phone: 952-227-1100 \ 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. Fax: 952-227-1110 I www.ci.chanhassen.mn.us 3. CONSTRUCT SILT FENCES ON THE SITE. 4. HALT ALL ACTIVITIES AND CONTACT THE CIVIL ENGINEERING q, CONSULTANT TO PERFORM INSPECTION OF BMPs. GENERAL CONTRACTOR SHALL SCHEDULE AND CONDUCT STORM WATER PRE -CONSTRUCTION MEETING WITH ENGINEER AND ALL f GROUND DISTURBING CONTRACTORS BEFORE PROCEEDING Civil Plans l9,kM 9 ' WITH CONSTRUCTION. 5. CLEAR AND GRUB THE SITE. 91 91?. 6. BEGIN GRADING THE SITE. WWW iii -% 7. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. CLIENT PHASE II: 1. TEMPORARILY SEED DENUDED AREAS. t�JJ 2. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND p �y --- GUTTERS. PROPERTIES 3. INSTALL RIP RAP AROUND OUTLET STRUCTURES. ( 3500 AMERICAN BLVD, SUITE 200 (! / 4. INSTALL INLET PROTECTION AROUND ALL STORM SEWER MINNEAPOLIS MN 55431 STRUCTURES. 5. PREPARE SITE FOR PAVING. PROJECT 6. PAVE SITE. Powers Place 7. INSTALL INLET PROTECTION DEVICES. 8. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. PERMANENT SEEDING AND MULCH TO BE LOCATION / \ ESTABLISHED WITHIN 72 HOURS OF ROUGH GRADING. ROUGH Chanhassen MN o GRADING IS COMPLETION OF SITE GRADING BEFORE UTILITY & STREET WORK BEGINS. SHEET 9. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL sow\ DEVICES (ONLY IF SITE IS STABILIZED), IF REQUIRED BY THE Erosion Control Plan q CONTRACT. 10. CONCRETE SUPPLIERS ARE REQUIRED TO HAUL ALL CONCRETE WASTE AND WASH OFFSITE. .: �.'^ 1 ,� �:-. � � rc.. J � /� -�� '� � � � �� ✓ � � - 1 E.NW. �. City Submittal .,. � E.N 1r :. U � i I / 9 80 \ �qg�0 o EROSION CONTROL MATERIALS QUANTITIES - PHASE 1 0 / n,Tlb \ �{ TI ♦TT'.T TTSITC.TAIT � •� , � �� .,,....- ,. .. _ :... / \B 920'.Q ` � f / \ \ ��\ `i �� r r ( / / / -J �...,... e % r ,�/i�� , �t% i / j / / / f `j ( J 1 / 1 � � 0.'qb,� l / I J 9�� q o 40 � 09� 8ql i � / R b � $g9 6q�9 / 69 J j e9� ITEM UNIT QUANTITY tT LA1 L' l�LSY1J1V1V A 9/13/13 CITY SUBMITTAL HEAVY DUTY SILT FENCE LINEAR FEET 1170 SUPER DUTY SILT FENCE LINEAR FEET 2000 CONSTRUCTION ENTRANCE EACH 1 \N A_ < LEGEND 3 O 0 RCP CL5 SA R S >c�'r- � ,n .r / / � � � / � e"� \ \ OE ! �HEAVY DUTY SILT FENCE MET COUNCIL INTE pT� \ L ,,�---/s" 'g$' � �p f O I C G IMI S ` �` / 1 (�{O� EST SUPER DUTY SILT FENCE ITTE \ _ e�A , l I �Rw \ \ v �eq3� TEMPORARY STONE CONSTRUCTION I HEREBY CERTIFY THAT THIS `�� \ e \ -- `�-�- ---fie • - / I / / /I 1 /! j1J { J� J j / J ,� ENTRANCE PLAN, SPECIFICATION, OR 9gti 9ti�5 REPORT WAS PREPARED BY ME OR UNDER MY DIRECT 1777771 \ \ `�\ \` \ ✓ / _ �J / / / /� j� k� �/� , 9 , J INLET PROTECTION DEVICE SUPERVISION AND THAT I AM A 77 DULY LICENSED PROFESSIONAL ENGI�/ \\\� \~ f -- / r ✓ / 1 / �f t / 1 / e9 / THE STATE OF ER MER THE S OF INNESOTA. Its %QV) David Nash \\ �\ t / f r / r` //f �/ // J/f �,f / Jf7 �� 691kq /�� 1/"/� 9/1312013 �< REG DATE NUMBER 21836 �'r-.......f -.✓" .% `� ice- / DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # � _ / 9.13.2013 2013-057.1 o in f � � a SHEET NUMBER of tfy s� / 0 50 100 A A i 1 > i w SCALE IN FEET C402 STEEL FENCE POST (T-POST), MINIMUM 5' LONG, 6' MAXIMUM SPACING. POST NOTCHES TO FACE AWAY FROM FABRIC. I DIRECTION OF SURFACE FLOW MONOFILAMENT GEOTEXTILE FABRIC PER MNDOT TABLE 3886-1. 1 ATTACH FABRIC TO POST WITH MINIMUM 3 ZIP TIES (50 LB. TENSILE) PER POST IN TOP 8" OF FABRIC. LAAFABRIC IN THE TRENCH, BACKFILL WITH NATURAL SOIL, AND COMPACT WITH LIGHT EQUIPMENT PRIOR TO PLACEMENT OF THE POSTS. 24" MINIMUM POST EMBEDMENT 1 6" NOTES: 1. SPLICING WILL BE MADE AT OPPOSING SILT FENCE POSTS BY PLACING POSTS AND SILT FENCE NEXT TO EACH OTHER AND ROTATING 3600. 2. HEAVY DUTY SILT FENCE IS MACHINE SLICED TYPE SILT FENCE THAT IS HAND INSTALLED IN AREAS INACCESSIBLE TO EQUIPMENT DUE TO SPACE LIMITATIONS, WET SOILS, STEEP SLOPES, ETC. 1 1 C403 SILT FENCE HEAVY DUTY STEEL FENCE POST (T-POST), MINIMUM 5' LONG, 8' MAXIMUM SPACING. OVERLAP GEOTEXTILE FABRIC 6" AND FASTEN AT 2' INTERVALS. ATTACH FABRIC TO POST WITH MINIMUM 3 ZIP TIES (50 LB. TENSILE) PER POST IN TOP 8" OF FABRIC. DIRECTION OF SURFACE FLOW WIRE MESH REINFORCEMENT, STD. FIELD FENCE, MIN 30" HIGH, MAX MESH SPACING 6" AND MIN 14 z GAUGE WIRE. GEOTEXTILE FABRIC PER MNDOT TABLE 38rF1 (MACHINE SLICED) - OVERLAP TOP 6" FABRIC AND FASTEN TO WIRE MESH AT 2' INTERVALS WITH RINGS OR WIRE TIES. ATTACH WIRE MESH TO POSTS WITH MINIMUM 3 U-JHAPED WIRE FASTENERS PER POST. FABRIC ANCHORAGE TRENCH, BACKFILL TRENCH WITH TAMPED NATURAL SOIL. 6� EXTEND WIRE MESH ._zzl . INTO TRENCH 6" 1 NOTE: ATTACH FABRIC TO WIRE MESH AND SUPPORT POSTS WITH RINGS OR WIRE TIES. SILT FENCE IF r� SUPER DUTY SILT FENCE 2 NOT TO SCALE C403 BIOROLL WATTLE/ROCK WEIR TO BE fEMOVED WHEN STABILIZED. \ �SOOSrLO FLOW i PERIMETER CONTROL WATTLE BIOROLL WEIR ROCIf & FABRIC WEIR I TRASH GUARD BOTTOM BOTTOM \ OF FES OF FES 6" OR 12" BIOROLL 6"-12" OF 1Y2" TO 2" — SECURED INSIDE FES WASHED ROCK WRAPPED INSIDE A MONOPLAMENT TYPE GEOTEXTILE FABRIC INSIDE FES W1OF FLARED END SEDIMENT TRAP ROCK WEIR/WATTLE ROLL REVISED: 2-13 PLATE N0" ENGINEERING DEPARTMENT 5302F FILE NAME: G: \ENG\SPECS 5302A 5 1 FES SEDIMENT TRAP ROCK WEIR/WATTLE ROLL I. ROCK WEEPER MNDOT TYPE 9 MULCH (1Y2" WASHED ROCK) DIRECTION OF SURFACE FLOW SUPER DUTY SILT FEfd&E TYPE IV GEOTEXTILE FABRIC ANCHORED IN 6" X 6" TRENCH WITH 6", 11 GAUGE METAL STAPLES AT 4' INTERVALS II. BIO WEEPER 1 DIRECTION OF SURFACE FLOW TYPE IV GEOTEXTILE FABRIC ANCHORED IN 6" X 6" TRENCH WITH 6", 11 GAUGE METAL STAPLES AT 4'INTERVALS NOTE: SPACING=(HEIGHT IN FEET X 100) SLOPE GRADIENT 1 24" MINIMUM POST EMBEDMENT 6H12" I I � VARIES DEPENDING 1 � ON FLOW CONDITIONS CI NOT TO SCALE / STAPLE DOWNSTREAM SIDE OF FABRIC AT 2' INTERVALS MNDOT TYPE 9 MUIICH (1 Y2" WASHED ROCK) STAPLE DOWNSTREAM 6-12" SIDE OF FABRIC AT 2 1 INTERVALS >1.5 hpp\m�\�� l \\ RIES LENDING ONAFLOW CONDITIONS MNDOT TYPE 9 MULCH (1 Y2" WASHED ROCK) 6" TO 8" DIAM. WATTLE WITH 36" LONG POSTS DRIVEN 24" INTO GROUND AT 30 DEGREE ANGLE ALONGSIDE THE WATTLE 4' O.C. ALONG ENTIRE WATTLE LENGTH QI�OF WEEPER DITCH CHECK/ calm DITCH CHECK WITH WATTLE REVISED: 2-10 ENGINEERING DEPARTM NT PLATE No.: 5302H FILE NAME:G:\ENG\SPECS\5302H 6 NOT TO SCALE C403 WEEPER DITCH CHECK/ DITCH CHECK WITH WATTLE 1"-2" CLEAN CRUSHED ROCK SO• S �Fti T�Fti T C 6"MIN.DEPTH FOR ROCK /yFOp 10"MIN.DEPTH FOR WOODCHIPS 000 np0 p�'Gos I 18" MINIMUM CUT OFF BERM TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC Q NOTE: TOTSTER OPAMUD RIC MIGRATION TSHALL BE HROUGH ROCK UNDER ROCK ' 0OF ROCK CONSTRUCTION CHIN= ENTRANCE REVISED: 1-10 ENGINEERING DEPARTMENT PLATE NO.: 5301 FILE NAME:G:\ENG\SPECS\5301 3 C403 ROCK CONSTRUCTION ENTRANCE 1.5" AC WEAR COURSE (MVWE35035B) - MNDOT 2360 PLACE TACK COAT (MNDOT 2357) BETWEEN LIFTS 2.0" AC BASE COURSE (MVNW35030B) - MNDOT 2360 8" CLASS 5 AGGREGATE BASE - MNDOT 3138 100% CRUSHED LIMESTONE 12" SELECT GRANULAR BORROW AND COMPACTED SUBBASE NOTE: 1. CROSS-SECTION TO BE VERIFIED BY SOILS ENGINEER. v l LIGHT DUTY BITUMINOUS PAVING C403 NOT TO SCALE 1.5" AC WEAR COURSE (MVWE35035B) - MNDOT 2360 PLACE TACK COAT (MNDOT 2357) BETWEEN LIFTS 2.5" AC BASE COURSE (MVNW35030B) - MNDOT 2360 12" CLASS 5 AGGREGATE BASE - MNDOT 3138 100% CRUSHED LIMESTONE 12" SELECT GRANULAR BORROW AND COMPACTED SUBBASE NOTE: 1. CROSS-SECTION TO BE VERIFIED BY SOILS ENGINEER. 7 HEAVY DUTY BITUMINOUS PAVING SEDIMENT TRAP MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS., CORCORAN, MN. OR EQUAL SPECIFICATIONS AND STANDARDS DESIGN L14DS A1SC MANUAL OF STEEL CONSTRUCTION. 9TH EDITION. ALLOWABLE AXLE WEIGHT LOAD NSA AWS STRUCTURAL WELDING CODE - STEEL. D1.1-94. SAFETY FACTOR NSA 29 CFR 1926 - OSHA SAFETY AND HEALTH TANDARO WATER FLOW RATE (THROUGH TYPE FF FILTER) 0.707 CFS 0 3" HEAD MAXIMUM OVERFLOW RATE 5.94 CFS 0 15' HEAD MODEL#CC2� DEFLECTOR PLATE OVERFLOW I - CENTER OF FILTER ASSEMBLY OVERFLOW 2 - TOP OF CURB BOX 10" FILTER ASSEMBLY CURB CC-23 HIGH -FLOW HIGH -FLOW FABRIC NOTES: 1. CLEAN FILTER MEDIA AFTER EACH RAIN EVENT AND REPLACE IF FILTER IS CLOGGED WITH SEDIMENT. 2. REMOVE DEBRIS/SEDIMENT FROM RECEPTACLE AFTER EACH RAIN EVENT. ICU or CATCH BASIN SEDIMENT TRAP REVISED: 1-10 ENGINEERING DEPARTMENT PLATE NO.: 5302A FILE NAME: G:\ENG\SPECS 5302A 4 C403 CATCH BASIN SEDIMENT TRAP 4" NON -REINFORCED CONCRETE PAVING - SPEC. 2301 4" CLASS 5 AGGREGATE BASE - MNDOT 3138 100% CRUSHED LIMESTONE COMPACTED SUBBASE NOTE: 1. SIDEWALK CONTROL JOINTS SHALL BE LOCATED 5 FT ON CENTER. SIDEWALK EXPANSION JOINTS SHALL BE LOCATED AT A MAXIMUM OF 100 FEET ON CENTER, AND WHERE SIDEWALK ABUTS CURB, STRUCTURES, AND OTHER FIXED OBJECTS. SEAL ALL EXPANSION JOINTS. BROOM FINISH SHALL BE PERPENDICULAR TO THE LINE OF TRAFFIC. 2. CROSS-SECTION TO BE VERIFIED BY SOILS ENGINEER. ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax:952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227.1100 Fax: 952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT i 1 0 N I T E 0 PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Grading and Erosion Control Details City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL $ CONCRETE SIDEWALK C403 NOT TO SCALE I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. 9 C403 #5 BARS @ 12" O.C. BOTH WAYS a a a 3" CLEARANCE E8" REINFORCED CONCRETE PAVING -SPEC. 2301 12" CLASS 5 AGGREGATE BASE - MNDOT 3138 100% CRUSHED LIMESTONE 12" SELECT GRANULAR BORROW AND COMPACTED SUBBASE NOTE: 1. CROSS-SECTION TO BE VERIFIED BY SOILS ENGINEER, CONCRETE PAVEMENT David Nash DATE 911312013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER C403 C403 i NOT TO SCALE C403 i NOT TO SCALE TM 936.0 B/W 930.0 "F T/W 936.0 B/W 929.0 T/W 930.0 B/W 930.0 76'-15" T/W 921.0 B/W 921.0 T/W 9.0 BAN 91818.0 T/W 925.0 BAN 920.0 T/W 938.0 BAN 937.5 0 *PIPELINE MARKER ®PIPELINE MARKER CBMH #504 RIM=940.60 INV (W)=93( INV (E)=936 CBMH #505 C RIM=940.60 403 8" pV INV (W)=937.52 RIM==940.85 INV (E)=9 .52 .. pE @ o.50 ao INV (E)=937.90 BENDS 29'-8" PVC r- HYD & GV -8" PVC @ 1.00% SANITARY SERVICE INV(W)=926.00 (VERIFY ELEVATION ON PLUMBING PLAN) 1 36'-8" PVC 21'1 PVC rHYD &G BENDS CB #203 °D RIM=943.52 T/W 923.0 B/W 923.0 APPROXIMATE CLEARING LIMITS - 3C" RCP CL5�TARY SEWER FOR SANITARY SEWER MET COUNCIL INTERCEPTOR J CONNECT TO EXISTING MANHOLE WITH PVC INSIDE DROP RIM=901.26 (PER 1987 AS -BUILT) EX. INVERTS = 884.01 (30" RCP) �I DROP INV(N)=907.90 CONTRACTOR TO VERIFY INVERTS AND LOCATION 4 - WAY DRAINTILE (TYP. SEE NOTE 6) INV CBMH #503 RIM=940.60 INV (W)=935.32 INV (E)=935.32 na HYD & GV 0.0 FFE ; 94r FIRE DEPARTMENT CONNECTION 8" INV (S)=936.03 INV (E)--935.83 49'-12" RCP @ 1.50% 8" GV 8" BEND 17'-8" PVC 8" BEND HYD & GV - STUB #200 INV (W)=93 15" CB #210 RIM=939.91 ILId334d 8" BEND \,' 12'1 PVC x10 HYD & GV 8" BEND -036 p6p°�7� PE @ CBMH #502 \ y9.2�" NO CBMH #501 RIM=940.60 RIM=939.40 INV (W)=933.52 �� INV (SW)=932.37 AjCNV (NE = INV (E)=932.17 l �% J �J y40'-8" PVC 8" BEND - - MECHANICAL 34'1 P% ROOM 8" BEND 8" BEND HYD & GV - 23'-6" P III CB #302 RIM=943.51 INV (W)=939.61 I. 81 M UTILITY NOTES 1. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS _ oL _ SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE av-V-- _ _ VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, } IS _ yottcetK, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS oilNOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY .' CB #60 ' 1 y_I � COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO 3PIP 1NE� LA PO$T. 150 REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE (S)=924.36M`R. 8' WE TAP j THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE PIPELINE 3SUMP WITH ATE VA VE ; ALL EXISTING UTILITIES WHICH CONFLICT WITH THE 3'M^f!?Ef4DPE @ 0.50% PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. THE Eq LOCATIONS OF SMALL UTILITIES SHALL BE OBTAINED BY THE CBM Oxj] I 1 CONTRACTOR, BY CALLING GOPHER STATE ONE CALL AT As { j (651) 454-0002. �924. eE 226-8" pVC` I - 1.15 G TIE IEE 2. SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH W/ 3' SUMP GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR SILL BE SOLELY AND COMPLETELY 31'-12" HDPE @ 0.50% R RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, CB #507 FES #600 VAL t INCLUDING SAFETY OF ALL PERSONS AND PROPERTY RIM=937.10 INV (N)=92 . i" DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE DUTY OF THE ENGINEER OR THE DEVELOPER TO CONDUCT CONSTRUCTION REVIEW OF P 6 CY RIPRAP m STREET THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO o r SIGN INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S r _ SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION z SITE. ~' 3 A IPA m LL AREAS OUTSIDE THE PROPERTY BOUNDARIES THAT ARE O DISTURBED BY UTILITY CONSTRUCTION SHALL BE RESTORED A IN KIND. SODDED AREAS SHALL BE RESTORED WITH 6 INCHES OF TOPSOIL PLACED BENEATH THE SOD. GATE mA STUB #404 VALVE 4. SEE PLUMBING PLANS FOR EXACT LOCATION OF UTILITY INV (S)=929.00 ENTRANCES INTO BUILDING. yr- LAMP POST 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING # N AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS 10'-15" HDPB,@ .50% �'�� BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTS TO CONTROL THE MOVEMENT OF STMH #403 a ^ TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES RIM=943.00 SHALL CONFORM TO APPROPRIATE MINNESOTA INV (N)=928.95 ^ DEPARTMENT OF TRANSPORTATION STANDARDS. nINV (S)=926.45 O 6. CONTRACTOR SHALL INSTALL 4" DRAINTILE (20' LENGTH IN 2 �? 2 OR 4 DIRECTIONS) AT ALL LOW POINTS. (d� Wo- 7. ALL DOWNSTREAM FLARED END SECTIONS TO BE CONSTRUCTED WITH SEDIMENT .� TRAP PER DETAIL 5/C403. STRNEET O co MATERIAL NOTES ( V V ' STMH #401 ALL MATERIALS SHALL BE AS SPECIFIED IN CEAM RIM=919.07 INV (N)=915.50 SPECIFICATIONS EXCEPT AS MODIFIED HERIN. INV (S)=902.62 1. ALL MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE CITY. / 24'-15" HDPE @ 0.50% 2. ALL SANITARY SEWER TO BE PVC SDR-35 FROM 0'-18' DEEP FES #400, WITH SOLID COPPER TRACER WIRE, OR SDR-26 FROM >18' INV (N)=902.50 DEEP, UNLESS NOTED OTHERWISE. 37'1 HDPE @ 2.500Y, n / 3. ALL WATERMAIN TO BE PVC 900, WITH 7.5 FEET MINIMUM .RVj11#1 `38'-12" HDPE @ 4.00% ST STUB #300� AB #353 INV (E)-936.00 INV ->> T/W 9 /o 15 HD >> 34'-15" HDPE @ 355' 32'-15" HDPE @ ., _TA1Alf3A3_Fi �» STMH #103 FES #100 RIM=939.18 INV (NE)=895.30 INV ' 10 CY RIPRAP I iouth lane 'HANHASSEN yAKES BUSIHE - JI. A , ' , 1 i Z I .. 4..�- > APPROXIMATE WETLAND AREA (NOT TO BE DISTURBED) P COVER. osT V 4. ALL STORM SEWER PIPE TO BE HDPE, UNLESS NOTED T GATE Q ` OTHERWISE. / LEGEND 910. 20 CY RIPRA B 904. FES #111 10% INV (SW)=902.00 % CBMH #110 EXISTING WATERMAIN E B RIM=903.01 > EXISTING SANITARY SEWER POWER INV (NE)=901.08 Box ROAD INV (SW)=898.81 O49 x IGN W/ T SUMP o PROPOSED GATE VALVE 00 35'-15" HDPE @ 1.00%� ?�\� PROPOSED HYDRANT PROPOSED WATERMAIN \ • PROPOSED SANITARY MANHOLE CBMH H #101 RIM 101 > PROPOSED SANITARY SEWER INV (NE)=898.46 INV (NW)=899.33 • PROPOSED STORM SEWER MANHOLE j INV (SW)=895.46/ W/ T SUMP M PROPOSED STORM SEWER CATCH BASIN >> PROPOSED STORM SEWER j STORMWATER VAULT NOTES 1. BOTH VAULTS ARE 8.0' IN HEIGHT WITH AN ASSUMED 94% VOID RATIO (6% FOR INTERNAL STRUCTURE OF VAULT). VAULT #1 1. 49'x140' 2. BOTTOM INVERT = 929.00; TOP INVERT = 937.00 3. OUTLET CONTROL IS WITHIN STMH #103, DETAIL 7 ON SHEET C604. 4. BOTTOM 3.0' OF VAULT IS FOR DEAD STORAGE AND IRRIGATION SUPPLY. VAULT #1 1. 49'1 2. BOTTOM INVERT = 926.00; TOP INVERT = 934.00 3. OUTLET CONTROL IS WITHIN STMH #403, DETAIL 8 ON SHEET / C604. 4. BOTTOM 3.0' OF VAULT IS FOR DEAD STORAGE AND IRRIGATION SUPPLY. N / 0 50 100 SCALE IN FEET ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone:952-227-1100 Fax:952-227-1110 www.cl.chanhassen.mn.us Civil Plans CLIENT UNITED PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Utility Plan City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9l 13/ 2013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER C501 NOTES: Shape of back of buttress may vary as long as poured against firm undisturbed earth. 2. Dimension C1,C2,C3 should be large enough to make angle 0 equal to or larger than 45'. 3. Dimension A1,A2,A3 should be as large as possible without interfering with MJ bolts. 4. 4 = 45' Minimum. 5. Place polyethylene between concrete I& pipe. 6. All bends & fittings shall be restrained with Megalugs thrust restraints or equal & - See no BUTTRESS DIMENSIONS PIPE 22 1/2' BEND 45' BEND 90' BEND/TEE SIZE B1 D1 B2 D2 B3 D3 6" V-5" V-5" V-5" V-5" 2'-1" V-6" 8" V-5" V-5" 2'-1" 1'-6" 2,-8" 2'-0" 12" V-10" V-10" 3'-4" 2'-0" 4'-9" 2'-1 16" S-0" 2'-0" 3'-10" 3'-0" 1 6'-2" 3'-1 20" 3'-1 2'-8" 5'-6' 3'-4" 8'-4" 4'-1 24" 4'-4" S-0" 6'-1D" 3'-10' 9'-8" 5'-O" 30" - - 9'-3" 117'-(1 C-0" PLAN 90' BENDS Variable-13' 1 CONCRETE SHALL BE IN CONTACT WITH THIS QUADRANT a 1 C2 c OF PIPE BEDDING MATERIAL TT UNDISTURBED EARTH CONCRETE SECTION A -A PLAN 22 1/2' BENDS ICE Of CONCRETE THRUST BLOCKING REVISED:2-08 PLATE NO.: ENGINEERING DEPARTMENT 1002 FILE NAME: G: \ENG\SPECS\1002 I PLAN 45' BENDS 9 - See --`- " 1 HYDRANTS SHALL BE MUELLER SUPER CENTURION 250 OR WATEROUS PACER WB-67 ALL HYDRANTS MUST BE APPROVED BY CITY MARKER TO BE 5 FOOT IN LENGTH SPRING MOUNTED FOR SIDE MOUNT APPLICATION, RED & WHITE IN INSTALL MAGNETIZED COLOR REFLECTIVE FIBERGLASS CONSTRUCTION TRACER BOX (SNAKE PIT) AS NEEDED PER DETAILS EXISTING OR FUTURE 5550,5501,5502 CURB OR GUTTER LINE HYDRANT VALVE BOX STREET §�T24" MIN. 20% 1 1 /2" 3 2 HYDRANT SHOE AND x BARREL SHALL BE ¢ AS REQUIRED PLASTIC WRAPPED PER SECTION 2.03a. TYPICAL i� 1 CUBIC YARD OF GATE VALVE TEE 1 1/2" CLEAR ROCK WITH ADAPTER AND 2 LAYERS OF POLYETHYLENE (4 MIL.) 8"X18"X5" IfNCRETE BLOCK NOTES: 1. ALL HYDRANTS SHALL HAVE WEEP HOLES. 2. MINIMUM 7.5' COVER OVER MAIN. 3. ALL PAINTED SURFACES SHALL BE SUBJECT TO TWO YEAR WARRENTY PERIOD AS NOTED IN SECTION 2.09 OF THE WATERMAIN SPECIFICATIONS. 4. HYDRANT INSTALLATION SHALL INCLUDE A HYDRANT MARKER. 5. ALL JOINTS SHALL BE RESTRAINED VIA MEGA -LUGS MECHANICAL JOINT RESTRAINT. 6. ALL HYDRANT TO BE PLUMB TO VERTICAL AXIS, MAXIMUM ALLOWABLE TO BE 1/2" PER FOOT OF HYDRANT. 7. HYDRANT TO BE SECURELY COVERED WITH PLASTIC WRAP OR BAG TO INDICATE THAT IT IS OUT OF SERVICE. affOF TYPICAL HYDRANT INSTALLATION 7EVISED:3-13 PLATE NO.: ENGINEERING DEPARTMENT 1004 FILE NAME:G: ENG SPECS 1004 1 1 CONCRETE THRUST BLOCKING 2 C601 NOT TO SCALE C601 I Add Mastic Between Frame Manhole Costin and Adjusting And Rings Ring (See Plate 2110) Provide I&I Barrier on all sanitary sewer monhole(see plate 2109) ' Manhole steps ,shall be ° Neenah R-198U, 16" on center. o Steps Shall be on Downstream ' Side Unless Pipe Diameter is 18" or Larger ' All jointis im rmanhole to have "O"ring rubber gaskets. Infi-shield external seals or as directed 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. a: o ! 5„ Kor-n-seal required. > 1 Precast Inverts Must be 1/2 of Pipe Diameter and Benches SECTION VIEW Sloped 2" Toward the Invert ' 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'. 1 - 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. M"F STANDARD ME MANHOLE REVISED- 2-13 ENGINEERING DEPARTMENT PLATE NO.: 2101 FILE NAME: G:\ENG\SPECS\2101 1 STANDARD MANHOLE HYDRANT INSTALLATION Pipe Opening - Allows up to I Top 12" diameter pipe 21.26" I Acces Top Section Tongue Allows up to 12" variablity - �a c c o .S �0 Mu Fas Lui 1 11.00" Transition Section Sweep Section :M hwung ftlbawt ;izl aw_) I IntraFlow - Inside Drop System I Standard Details P.O. Box 430 •30622 Forest Blvd • Stacy. MN 55079 • Ph: 651.462A 130 NOT TO SCALE N )„ Plate # IntraFl-I Rev. Date: �1-15-05 SEG J DROP LID 7.5' Minimum cover required WATER Tyler No. 6860 over top of water main. Mueller No. H-10361 Bibby -Ste -Croix No. B-5160 Provide Valve Stem Risers To Within 6" Of The Surface If The Distance From The Top Nut Of The Valve To IThe Surface Is Greater Than 8'. Grade TOP Adjust top to 3/4" below Tyler No. 6860 26" grade. Box to be set to Mueller No. H-10361 26" provide 12" of adjustment. Bibby -Ste -Croix No. VB502 27" Tyler No. 6860 Mueller No. H-10357 EXTENSION Bibby -Ste -Croix B-5001 Tyler No. 58 14" Gate valve box, screw type, No. 59 18" 3 piece, 5 1/4" shaft, size No. 60 24" G box, 7'-6' extended, Mueller No. 58 14" #6 round base No. 59 20" Bibby -Ste -Croix VB520 No. 5JG "Gate Valve Adapter: 1/4" VB521 No. 5Steel With Protective VB522 No. 5Coating, 1/2" Rubber VB523 No. 6Gasket Installed Betweln The Gate Valve And BOTTOMGate Valve Adapter. Tyler No. 6Mueller No. HMueller or American Bibby -Ste -Croix No. VFlow ControlResilient Wedge Valve Conforming to AWWA LJ Valve and Box tC-515-80 Standards plastic wrapped With All Stainless BASEsection 2.03aSteel Nuts & Bolts. I 18"X18"X8" Concrete Block ,I111OF TYPICAL GATE VALVE AND BOX INSTALLATION REVISED: 2-09 ENGINEERING DEPARTMENT PUTS NQ � 1006 FILE NAME: G:\ENG\SPECS\1006 3 C601 GATE VALVE/BOX INSTALLATION ONE EXTRA BAR IN BOTTOM A 27" �- III I� 1T �I ill I� �)-t EI I� TWO EXTRA BAR IN BOTTOM PLAN OF COVER z COVER DIA. K 27" MANHOLE DIA. SECTION A -A COVER REQUIRMENTS MANHOLE DIAMETER COVER DIAMETER WEIGHT OF SECTION T K BOTTOM BARS TOP BARS 48" 58" 1140 LBS. 6" 6" N0. 5@ 6" 54" 65" 2000 LBS. 8" 6" NO. 5@ 6" 60" 72" 2525 LBS. 8" 7" NO. 5@ 4" NO. 3@ 6" 66" 79" 3105 LBS. 8" 7" NO. 5@ 4 NO. 3@ 6 72 86" 3740 LBS. 8 8 NO. 5@ 4 N0. 30 6 78" 93" 4403 LBS. 8" 8" N0. 5@ 4" NO. 3@ 4" 84" 100" 5710 LBS. 8" 9" NO. 5@ 4" NO. 3@ 4" 90" 106" 5840 LBS. 8 9" NO. 5@ 4" NO. 30 4" 96" 113" 6680 LBS. 8" 9 NO. 5@ 4 NO. 3@ 4 102" 119" 7450 LBS. 8" 9" NO. 5@ 4" NO. 3@ 4" I crrroF MANHOLE TOP SLAB REVISED:1-10 PLATE I !FILE NAME: G:\ENG\SPECS\2108 ENGINEERING DEPARTM NT 2108 BLOCK (TYI Note: CONDUCTIVITY STRAPS TO BE PLACED AROUND MEGALUG BOLTS AND WELDED TO WATER MAIN. --.�n�..�11��i�,U� , � CI1=.�i=11'�.:�irs•..._ iy�l �li -11=113� �1=11• j CROSSES P 11 IIi=1P II 1 • • I:=rIC11a1:_,7 f�Tw Ir=-Ir�Tr�ll e �BENDS �n �• NOTES: I 11t'IIB11=11811511�IIBI1'=11= 1. MEGALUGS TO BE USED AT ALL MECHANICAL JOINTS. CONCRETE2. PLACE •CK UNDER ALL GATE VALVES Eli IhII • HYDRANTS. 3. THRUST BLOCKING AT ALL TEES, BENDS, AND AT CERTAIN HYDRANTS. 4. ALL FITTINGS, NUTS, • BOLTS SHALL SPRAYED Sn�'rm'�ir�inL'•n'�!nii'1n�'�i•�'•n BITUMINOUSUSING A • • BLOCKINGTHE MANUFACTURER. SLEEVES • • SOfLS. h II TYPICAL MEGALUG 'MLOCATION ENGINEERING DEPARTMENT ��• 4 C601 I I MEGALUG LOCATION MANHOLEIFRAME AND COVER 111/1 BARRIER" INNER 1,:1 MANHOLE RING SEAL HDPE OR PRECAST AS MANUFACTURED CONCRETE ADJUSTING RINGS BY "STRIKE PRODUCTS" OR APPROVED EQUAL PRECAST, BLOCK, OR 27" BRICK MANHOLE CONE MASTIC SEAL BETWEEN CORBEL FRAME AND STRUCTURE ° a. a 0 4 48 INFI-SHIELD EXTERNAL SEALS AT BARREL AND CONE SECTION JOINTS ON SANITARY APPLICATIONS OR APPROVED EQUAL AS REQUIRED BY THE ENGINEER. I 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. I Wl1 of I & �� BARRIER REVISED:1-10 ENGINEERING DEPARTM NT PLATE 1 2109 FILE NAME: G: ENG SPECS 2109 I- ENGINEERING SURVEYING ENVIRONMENTAL PLANNING I INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax:952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227-1100 Fax:952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT UNITED PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Construction Details City Submittal 1 A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/13/ 2013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER le�� 5 C601 6 NOT TO SCALE CEO 1 SANITARY SEWER INSIDE DROP NOT TO SCALE 7 C601 MANHOLE TOP SLAB 8 INFLOW/INFILTRATION BARRIER C601 C601 I Use MNDOT 3149.2A Granular Borrow VARIES �I 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 Pipe Dia. x 0.5 Min. "Did" Denotes outside diameter of pipe I 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 MNDOT 3149.2H course filter Aggregate. arf or PIPE BEDDING Comm IN POOR SOILS REVISED:1-10 PLATE NO.: ENGINEERING DEPART ENT 2201 FILE NAME: G:\ENG\SPECS\2201 Coqmpacted Normal Fill Material, Compacted to 95% of the Standard Proctor Density I it I I- Varies -I I I >° _ _ I II _ I I I I I I —III 1 1 1—I 1 1-1 1 1-1 11I l Shaped Natural Ground to pipe I I 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 on detail plate 2201. 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 3149.2H course filter aggregate. 3. The Bottom of the Trench Shall be Shaped to Fit the Pipe Barrel for at Least 50% of the Outside Diameter. OF PIPE BEDDING IN GOOD SOILS l RCP & DIP REVISED:1-10 ENGINEERING DEPARTMENT PLATE NO.: FILE NAME:G: ENG SPECS 2202 2202 / PIPE BEDDING IN POOR SOILS 2 C602 NOT TO SCALE C602 FINAL GRADE MINIMUM T RIGID OAM SAND FIEL INSULATION VARIES NOTE: PIPE SHALL BE CENTERED UNDER INSULATION UNL�S OTHERWISE SPECIFIED. INSULATION SHALL OVERLAP AT SEAMS BY MIN. 1 COVER OVER PIPE — a WIDTH OF INSULATING BOARD — b 5' 5' 6' 3' aff OF INSULATION DETAIL REVISED: 1-10 1 PLATE NO.: SPECS 2205 ENGINEERING DEPART ENT 2205 FlLE NAME:G ENG PIPE BEDDING IN GOOD SOILS RCP & DIP NOT TO SCALE NOTE: 1— V Grate Shown 2— VB Grate Shown shall be used at all low points. Face of Curb N Direction of Flow 1 PEAI Catchbasin casting and grate Neenah R3067—V or equal Grate to be 2" below 3" radius curb box. gutter grade. 5' transition curb on each side of catchbosin. P�cast concrete or HDPE adjusting rings. Top of Curb 1 Varies Minimum of 2-2", 6 1/2" maximum of 5-2" Varies concrete adjusment 24x36'-'rings allowed with 1/4" 5„ 3' minimum to 1/2" bed of mortar between each and a 3" Grout 6" thick concrete collar on the outside. 6"Min. base Doghouses shall be grouted on both the SECTION Inside and outside. NOTES: 1 1. Steps shall be provided in all catch basin/manholes and storm sewer manhole_. 2. Casting to be totally encased in concrete curb section. 3. No block structures are allowed. 4. No wood shims are permitted in the adjusting Irings. W10F I STORM SEWER CATCH BASIN CBsI= 2' X 3' RECTANGULAR REVISED:2-10 PLATE NO.: ENGINEERING DEPARTMENT 3101 FILE NAME: G:\ENG\SPECS\3101 Compacted Backfill 12" + + + + + + + + + + + + + + + + + + + + + + + + + — Embedment + + + + + C + + + — Material + + + + + +'$BC + + + + r + + + + + + + + + + Foundation — If Required (see Note 1) _ I — "Bc" Denotes outside diameter of pipe 1 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 3149.2E select granular borrow with 100% passing a 3/4 sieve, and less than 10% passing a NO. 200 sieve. aff OF PIPE BEDDING FOR P.V.C. PIPE REVISED:2-10 1 ENGINEERING DEPARTMENT PLATE NO.: 2203 FlLE NAME: G: ENG SPECS 2203 3 C602 PIPE BEDDING FOR PVC PIPE 24"x36" slab opening for Neenah R3067—V or equal �o � o ; Note: 1— V Gripe shown o/ 2— VB Grates shall be used at all low o 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. Zo o 0 E Varies 4'-0„ TYP. NO G a 5 0 �6„ a �— Precast concrete or HDPE adjusting rings. 6" precast reinforced concrete slab. Top of barrel section under top slab to have flat top edge sealed with 2 beads of Ramnek or equal. All joints in manhole to have "0" ring,' rubber gaskets. Precastconcrete 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, 1 o.c., Aluminum steps approve Minimum slab thickness, 6" for 14' depth. Increase thickness 1" forl each 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. aff OF TYPICAL 4' DIAMETER CIMM CATCH BASIN MANHOLE REVISED:2-10 PLATE NO.: ENGINEERING DEPART NT 31 b2 FILE NAME:G: ENG SPECS 3102 i I ..J MINIMUM 6" OF — COMPACTED SAND / I r /18" MIN. SEPARATION (TRANSITION TO SPECIFIED ONE PIPE LENGTH DEPTH (TYPICAL). INSTALL VERTICAL BENDS WITH MEGA LUGS AS REQUIRED. 1 WATERMAIN UNDER STORM SEWER SEWER 3" STYROFOAM INSULATION NOTE: INSULATION AND COMPACTED SAND SHALL EXTEND 12" PAST OUTSIDE OF PIPE INSULATION SHALL OVER LAP AT JOINTS BY MIN. Or 12" 001WATERMAIN/STORM SEWER CommCROSSING REVISED:2-10 PLATE NO.: ENGINEERING DEPARTMENT 2204 FILE NAME: G: ENG SPECS 2204 4 C602 WATERMAIN/STORM SEWER CROSSING NEENAH R-4342 GRATE OR APPROVED EQUAL GONG. ADJUSTING RINGS (2") MIN. 2 MAX. 4 6" THICK CONC. rN MIN. 1/4" MORTAR BETWEEN CASTING, RINGS & STRUCTURE. COLLAR (TYP.)MORTAR SHALL MEET MnDOT SPEC 2506.2B. 31" TE: REINFORSIST OF a I: 27"DIA 5" #4 BARSCIAT 8' O.C.NG TO OBOTH WAYS x WALLS TO BE PRECAST SECTION s OR CONC. SEWER BLOCK PRE -CAST OPENING AS REQUIRED 3' GONG. BASE SHALL BE 6" 3'-7" DIA POURED IN PLACE OR 5" PRECAST SLAB I CATCHBASIN (27" DIA.) DESIGN SPECIAL 2 aff OF TYPICAL 27" DIAMETER MIM CATCH BASIN REVISED:2-10 ENGINEERING DEPARTM NT PNO.: 3103 FlLE NAME:G:\ENG\SPECS\3103 ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax:952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone:952-227-1100 Fax: 952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT 0 N I T E 0 PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Construction Details City Submittal ' # DATE REVISION A 9/13/13 CITY SUBMITTAL I I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9l 13/ 2013 REGISTRATION NUMBER 21836 1 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER 5 C602 INSULATION DETAIL 6 NOT TO SCALE C+602 STORM SEWER CATCH BASIN 2' X 3' NOT TO SCALE 7 C602 4' DIAMETER CBMH 27" CATCH BASIN C602 3" Radius 6" Cone. collar — 0 REVISED:1-10 FlLE NAME: G: E 24"x36" slab opening for Neenah 3067—V or equal DTE: 11 V Grate shown 2— VB Grates shall be used at all low points. -Neenah R3067—V casting and grate or equal. PLAN M'��l1imum of 2 maximum of 5 cdncrete adjustment rings with full beds of mortar. Precast concrete or HDPE adjusting rings. ° 6" precast reinforced concrete slab. Top of barrel section below top slab to have flat top edge sealed with 2 beads of Romnek or equal. Varies Adjoints in manhole to have "0" 4'-0" Typ. ring rubber gaskets. Precast concrete section _5" Manhole steps, Neenah R1981J or equal, 16 o.c., Aluminum steps approved. Doghouses shall be grouted on both thIf outside and inside. w NOTE: g No block structures are allowed. a, o ° Minimum slab thickness, 6" for 14' depth. Increase thickness 1" for each 4' of depth greater than 14', and reinforce with 6"x6" 10/10 mesh. ° SECTION N drain holes Ciff OF CATCH BASIN f MANHOLE WITH SUMP PLATE NO.: ENGINEERING DEPARTMENT 3104 d (IN.) H (IN.) 6 (DEG.) y (IN.) Ys D MIN. MAX. 12 34 130 230 12 LL v Z g w E > 15 34 130 230 12 18 34 130 230 12 21 44 140 220 12 24 44 140 220 12 27 44 140 220 12 30 54 150 1 210 12 36 1 54 1 150 210 12 1$ 000 } 000 I FL( 000 H 000 C/L 000 000 FRONT SIDE SAFL BAFFLE PANEL %" DIA. ANCHOR BOLT 2"EMBEDMENT 1" x 1" STEEL TUBE FRAME NUT W/LOCK WASHER n C/L TOP VIEW OF SUMP CASTING 27" INSIDE DIA. 1 11H I I OUTLET T INLET Ys upstream` Technologies SIDE VIEW OF SUMP This generic detail does not encompass the sizing, fit, and applicability of the SAFL Baffle for this specific project. It is the ultimate responsibility of the design engineer to assure that the design is in compliance with all applicable laws and regulations. The SAFL Baffle is patent pending technology of the University of Minnesota and Upstream Technologies, Inc. Neither the University of Minnesota nor Upstream Technologies approves plans, sizing, or system designs. W10F SAFL BAFFLE STRUCTURE mmm STANDARD SUMP MANHOLE W/BAFFLE REVISED:5-12 1 PLATE NO.: ENGINEERING DEPARTMENT 3110 FILE NAME: G: ENG SPECS 3110 5 C603 SAFL BAFFLE STRUCTURE NOT TO SCALE I NOTE: u� rmountable Curb & Gutter to be transitioned into a B618 type at catchbasin. F+� 0 Catchbasin Frame & Grate Neenah R-3067—V or FIo� �`oc5 VB Grate. A NOT Catc basin to be depressed 2" below design gutter line grade. A h Neenah R-3067—VB shall be used F lot all low points. +,o o� s�o r Surmountable Concrete Curb & Gutter 2—#4-60"Long Rebars Each way ISOMETRIC No Scale c 0 C: 15, Min. Transition 0 o Top of CL ox I Curb Design gutter line grade SECTION A —A No Scale c :o 5' Min. Transition C 0 N 0 0 2" a x w 2—#4-60" LONG Frame &Casting Rebars Each way F Uffor CURB CONSTRUCTION AT CATCH BASIN REVISED: 1-10 1 ENGINEERING DEPARTMENT PLATE NO.: 31 CUD FILE NAME: G:\ENG\SPECS\3106 I 1111WIL RIPRAP REQUIREMENTS NTS PIPE DIA. RIPRAP REQUIRED 12" TO 24" 8 to 12 CY CL.3 27" TO 33" 14 to 20 CY CL.3 36" TO 48" I 23 to 38 CY CL.3 AND UP 62 CY and up CL.4 (One cubic yard is approximately 2,800 lbs.) Imk a 1. NOTE GRANULAR FILTER REQUIRED UNDER RIP RAP AND 2 LAYERS OF 50OX MIRAFI FABRIC OR EQUAL 2 RIPRAP ---------- N Granular Filter (MNDOT 3601.2B) SECTION A —A Geotextile Filter Type III NTS RIPRAP N Granular Filter (MNDOT 3601.2B) SECTION B—B Geotextile Filter Type III NTS Cfff OF RIP RAP Comm DETAIL REVISED:2-10 ENGINEERING DEPARTMENT PLATE NO.: 3107 See City Plate No. 3107 for riprop placement. ISOMETRIC NTS NOTES: 1. All Reinforced Concrete Aprons shall be furnished & installed without 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 adjTcent to the apron. 0 CM OF I FLARED END SECTION MIM REVISED' 2-10 ^ ^^^^^ ^^ PLATE NO.: 31 08 ENGINEERING DEPARTMENT 2 CURB CONSTRUCTION AT CATCH BASIN r 3 RIP RAP DETAIL 4 ` C603 J NOT TO SCALE C603 JC603 FLARED END SECTION ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227.1100 Fax:952.227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT ' I U N I T E 0 I717 PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Construction Details 3/4" per foot 6" 1 Distance to i variable 18" 5' 1 /2"r -�-1 3"r Top Bituminous Material I 1 1 /2"r " slope / MAX AIDE I er ft o MIN. 2.0% 4 5% City Submittal p' L i p.... _ .. 8" 18" 1 MnDOT B618 Remove p a wn #DATE REVISION Concrete Curb and Gutter (25'awARP) Expansion Joint Expansion Joint I O 6„ 3" 8" Concrete pavement I A 9/13/13 CITYSUBMITTAL 1 Use #4 (1/2") Rebar 6" Distance to variable Slab Reinforcement 6" Class 5 base incidental to apron 1/2 r-\ 3"r 1/2"r Top Bituminous Material 1 m I SECTION A —A .. yo �3 slope 1 '. No Scale N \ 3/4 per MnDOT B612 A I Tipout Gutter Concrete Curb and Gutter 36' Max. Industrial/Commercial CIA NOTE: A Waterflow A 8" 12 For Use Only with Private Driveways, Right —of —Way Parking Lots, or Medians. - -- — — B618 Curb & Gutter-- f �— B618 Curb & Gutter 12"R 28 R 16" To Bituminous Material �o waterox nse�lvice led over 68"R P 36" �OQ� Bituminous 1 3/4" Slope per foot Q-��oo I HEREBY CERTIFY THAT THIS N n ® PLAN, SPECIFICATION, OR REPORT WAS PREPARED Y ME N 3" up o 9 o \ 1/2" ��'� iv from bottom OR UNDER MY DIRECT co ° Via— SUPERVISION AND THAT I AM A 17 1/2" 10 1/2" Surmountable C traction Joints A DULY LICENSED PROFESSIONAL Concrete Curb and Gutter 6" Class 5 base Md. Spacing in Expansion Joint (typ) ENGINEER UNDER THE LAWS OF 28" incidental to apron I Valley Gutter is 8' PLAN THE STATE OF MINNESOTA. NOTE: No Scale 1 � 4" 4„ #4 Rebar @ 6" O.C. 1. Use #4 (1/2") rebar slab reinforcement in r.o.w placed ® 6" from each edge. 1 1/8"r SECTION A —A rebar to be 2' on center, being 6" on center in the gutter. David Nash DATE 9/ 13/ 2013 No Scale 2. Contraction joints shall be 1/3 the depth of the slab. REGISTRATION NUMBER 21836 3. Bituminous paving section to the right—of—way is the some as the street cc Bituminous paving section. Surface NOTES: 4. Maximum pavement slope allowed within 30' of the street is 4.5%. Bituminous Curb Aggregate used in the concrete mix shall be 4ranite.. 6" Shoe Formed 1. 1/2" Preformed joint filler material — AASHTO M213. DRAWN BY CHECKED BY 2. Contraction Joints 8' O.C. in Cross Gutt 5. If water shutoff is in the driveway pavement a cover as manufactured by N T Mcdonald 74M1A series with a 8" opening frame & cover or equal shall be installed. �+�q 1 DMS/BMJ DJN L111OF TYPICAL CURB 1d11OF STREET INTERSECTION W10F COMMERCIAL/INDUSTRIAL DATE PROJECT# CommAND GUTTER Comm CONCRETE VALLEY GUTTER CHMM COORETE DRIVEWAY APRON I 9.13.2013 2013-057.1 REVISED: 3-10 PLATE NO.: REVISED: 2-10 PLATE NO.: REVISED: 2-10 PLATE NO.: FILE NAME:G:\ENG\SPECS\5203 ENGINEERING DEPARTM NT 5203 FILE NAME:G:\ENG\SPECS\5206 ENGINEERING DEPARTMENT 5206 FlLE NAME:G:\ENG\SPECS\5207 ENGINEERING DEPARTMENT 5207 SHEET NUMBER rw 6 CURB AND GUTTER I 7 STREET INTERSECTION VALLEY GUTTER 8 COMMERCIAL CONCRETE DRIVEWAY APRON C603 NOT TO SCALE C603 C603 C603 CURB Ld z J r VARIABLE Ld ' - 0- O 1 HYDRANT VALVE BOX 6" 6" 0 VARIES 5'-6' ' (SEE PLANS) 1 /4" PER FT. SLOPE TO ROADWAY A 4" CLASS 5 BASE 2' 3' 2.5' Min. CONCRETE SEE NOTES 1 & 3 NOTES: 1. TYPICAL 6" THICK CONCRETE SIDEWALK. 2. USE 13" THICK FOR COMMERICAL DRIVEWAY CROSSING. 3. JOINT SPACING AT 5' INTERVALS. EXPANSION JOINT SPACING AT 100' INTERVALS AND WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE. Uff OF CONCRETE CUM SIDEWALK REVISED: 1-10 PLATE NO.: FILE NAME: G:\EN SPECS 5214 ENGINEERING DEPARTMENT 5214 WK C604 '1 A 1 4'X4' 4'X4' MINIMUM MINIMUM LANDING LANDING 02 BACK OF Q CURB 01 Q VAR. ' VAN. 4 0... a.. ......... a ......... . 0.... .. 2' O' .00.00000 0 •.. o..o a,nn S 2. O' 0NO o..o ..o. . .. VAR 3 3 I VAR. 4' 0" MIN. VAR. V I VAR. 4' 0" MIN. VAR. FRONT FACE I OF CURB q-J A PLAN VIEWS ' CURB OR VAR. RAMP CURB AND GUTTER 4' 0" MIN. REWIRED LANDING CONCRETE WALK 0.08 FT./FT. OR FLATTER 05 1 SECTION A -A 0.10 FT./FT. MAX 0.10 FT./FT. MAX f. O VAR. VAR. 4' 0" MIN ELEVATION NOTES: TO COMPLY WITH THE AMERICANS WITH DISABIUMES ACT (ADA). ALL STATE AGENCIES ARE REQUIRED TO UTILIZE THIS STANDARD PLATE. MODIFICATIONS ARE ALLOWED PROVIDED THEY MEET PUBLIC RIGHTS -OF -WAY ACCESSIBIUTY GUIDELINES (PROWAG). LOCAL AGENCIES ARE REQUIREQ TO ADOPT SIMILAR DESIGNS. SHARED}USE PATHS SHALL HAVE DETECTABLE WARNINGS ACROSS THE ENTIRE WIDTH OF PATH WHEN THE PATH CROSSES A ROAD. DETECTABLE WARNINGS ARE NOT TO BE USED ON SIDEWALKS OR PATHS WHEN OR ING ALLEYS OR RESIDENTIAL DRIVEWAYS. DETECTABLE WARNINGS SHOULD BE USED WHERE PEDESTRIAN ACCESS ROUTES CRO COMMERCIAL DRIVEWAYS THAT ARE PROVIDED WITH TRAFFIC CONTROL DEVICES OR OTHERWISE PERMITTED TO OPERATE UKE A PUBLIC ROADWAY. SLOPES ARE DEFINED AS ABSOLUTE ELEVATION DIFFERENCE PER LENGTH OF RUN. (AS OPPOSED TO A RELATIVE SLOPE WITH RESPECT TO A CURB LINE OR CURB HEIGHT.) NO SIGNAL POLES, SIGN POSTS, CABINETS, OR OTHER OBSTRUCTIONS ARE ALLOWED IN THE RAMP OR PATH OF TRAVEL. 01 1/2-INCH EXPANSION JOINT. 1/2-INCH PREFORMED JOINT FILLER MATERIAL, AASHTO M 213. 02 PROVIDE A 4' X 4' MINIMUM LANDING. SEE PLANS FOR PROPOSED RUNNING SLOPE AND CROSS SLOPE, NEITHER OF WHICH MAY EXCEED 0.D2 FT./FT. AS CONSTRUCTED. 30 PLACE THE DETECTABLE WARNINGS AT THE BACK OF CURB. MEN THE DETECTABLE WARNING SYSTEM IS A PREFORMED RECTANGLE PLACED AT THE BACK OF A RADIAL CURB LINE, HAND FORM THE CURB TO FILL THE GAP. DETECTABLE WARNING AREA SHALL BE 2' 0" MIN. IN THE DIRECTION PERPENDICULAR TO THE GRADE BREAK AND SHALL EXTEND THE FULL WIDTH OF THE CURB RAMP. ® WHERE RADIAL WARNING SURFACES ARE USED OR IN OTHER CIRCUMSTANCES WHERE THE EDGE OF THE WARNING SURFACE IS NOT PARALLEL TO THE EDGE OF THE CUR13 RAMP PATH OF TRAVEL, THE EDGE OF THE DETECTABLE WARNING SURFACE SHOULD NEVER BE MORE THAN 3 INCHES FROM THE EDGE OF THE RAMP. Q DETECTABLE WARNING AREA SHALL CONTRAST VISUALLY WITH THE ADJACENT GU . ROADWAY, OR WALKWAY, AND BE GRAY IN COLOR. © CROSS SLOPE OF THE RAMP MAY NOT EXCEED 0.02 FT./rt AS CONSTRUCTED. O7 ANY VERTICAL LIP THAT OCCURS AT THE FLOW UNE MAY NOT BE GREATER THAN 1/4 INCH. PEDESTRIAN pCiTIOF CuM�erl►11'it1 CURB RAMP REVISED: 5-12 PLATE No.: 5215 ENGINEERING DE ARTMENT MNOOT # 7036C FILE NAME: G:\ENG\SPECS\5215 i 2 NOT TO SCALE C604 CHANHASSEN FIRE DEPARTMENT POLICY REQUIREMENTS FOR FIRE LANE SIGNAGE NO NOTES: PARKING 1. SIGNS TO BE A MINIMUM OF 12" X 18". FIRE 2• RED ON HITE IS PREFFERED. LANE 3. 3M OR UAL ENGINEER'S GRADE REFLECTIVE SHEETING ON ALUMINUM IS PREFFERED. 4. WORDING SHALL BE: NO PARKING FIRE LANE 5. SIGNS SHALL BE POSTED AT EACH END OF THE FIRE LANE AND AT LEAST AT EVERY 751NTERVALS ALONG THE FIRE LANE. 6. ALL SIGNS SHALL BE DOUBLE SIDED z FACING THE DIRECTION OF TRAVEL. 7. POST SHALL BE SET BACK A MINIMUM OF 24" BUT NOT MORE THAN 3 FROM THE BACK OF CURB. 8. A FIRE L NE SHALL BE REQUIRED IN FRONT OF FIRE DEPARTMENT 2' MIN. CONNECTIONS EXTENDING 5' ON EACH SIDE AND ALONG ALL AREAS DESIGNATED BY THE FIRE CHIEF. 111 'I-III_I T CURB CHANHASSIN FIRE DEPARTMENT FIRE PREVENTION POLICY 06-1991 DATED JANUARY 15, 1991 I ANY DEVIATION FROM THE ABOVE PROCEDURES SHALL BE SUBMITTED IN WRITING, WITH A SITE PLAN, FOR APPROVAL BY THE FIRE CHIEF. IT IS THE INTENTION OF THE FIRE DEPARTMENT TO ENSURE CONTINUITY THROUGHOUT THE CITY BY PROVIDING THESE PROCEDURES FOR MARKING OF FIRE LANES. (ITIOF FIRE LANE SIGNAGE REVISED: 1-10 PLATE NO.: FILE NAME:G1\ENG\SPECS\5218 ENGINEERING DEPARTM NT 5218 5 C604 FIRE LANE SIGNAGE NOTCH CLAY SUB -GRADE FOR PIPE PLACEMENT PEDESTRIAN CURB RAMP VARIABLE WIDTH 5 O 000 /00 C2OOOOO Co} O O^O O 0 @ @ Q O O O O O O N 000000 RECTANGULAR PLATES �SOR - 65% OF BASE DIAMETER I � 0.2" 0.9� SECTION A -A TRUNCATED DOME VARIABLE LONG CHORD WIDTH RADIUS 6 O O U O ® O O O 0 O C O O O 0 0 0 0 _ 3 O 4 VARIABLE SHORT CHORD WIDTH RADIAL PLATES TYPICAL RADIAL TRUNCATED DOME PLATES ADIUS (FEET) O LONG CHORD WIDTH (INCHES) SQ. FT. PER PLATE PLATES REQUIRED FOR 90 DEGREE TURN 10 23-1/2 3.53 8 15 18-13/16 2.93M25 15 23-1/2 3.67 20 18-13/16 100 20 18-7/8 2.98 25 20-1/2 3.28 25 23-9/16 3.77 30 22-5 8 3.6535223.56 NOTES: DETECTABLE WARNING SURFACES SHALL FOLLOW THE PUBLIC RIGHTS-GF-WAY ACCESSIBILITY GUIDELINES (PROWAG). DETECTABLE WARNINGS CONSIST OF TRUNCATED DOMES ALIGNED IN SEE MNDOT'S APPROVED/QUAUFlED PRODUCT LISTS. A SQUARE OR RADIAL GRID PATTERN. DETECTABLE WARNINGS ARE REQUIRED: DETECTABLE WARNING SURFACE SHALL BE PAID FOR AS TRUNCATED -WHERE RAMPS, LANDINGS, OR BLENDED TRANSITIONS PROVIDE DOMES BY THE SQUARE FOOT. A FLUSH PEDESTRIAN CONNECTION TO THE ROADWAY. -WHERE PEDESTRIAN ACCESS ROUTES CROSS COMMERCIAL DRIVEWAYS O1 ALL TRUNCATED DOME SYSTEMS SHALL BE PLACED IN STRICT THAT ARE PROVIDED WITH TRAFFIC CONTROL DEVICES OR ACCORDANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER. OTHERWISE PERMITTED TO OPERATE LIKE A PUBLIC ROADWAY. -AT PEDESTRIAN RAILWAY CROSSINGS. 2 CENTER TO CENTER DOME SPACING: 1.6" MINIMUM, 2.4' MAXIMUM. O -ON RAIL PLATFORMS WHERE BOARDING EDGES ARE NOT PROTECTED. BASE TO BASE DOME SPACING: 0.65" MINIMUM. O3 DOME BASE TO PLATE EDGE SPACING: 0.35" MINIMUM'OJS" MAXIMUM DETECTABLE WARNINGS SHALL EXTEND: -A MINIMUM OF 24" 1N THE DIRECTION OF TRAVEL ®SPACING VARIES ON RADIAL PLATES. -THE FULL WIDTH OF THE RAMP. LANDING. OR BLENDED TRANSITION, WITHIN 3" OF FULL WIDTH ON EITHER END. Or�YPICAL WIDTHS AVAILABLE: 12", 16", 24`. 30". 36". -THE FULL LENGTH OF THE PUBUC USE AREA OF A RAIL PLATFORM. CHECK WITH MANUFACTURERS FOR AVAILABLE WIDTHS. ©OU RADIAL PLATE, RADIUS DEFINED AT BACK OF CURB. DETECTABLE WARNING SURFACES SHALL CONTRAST VISUALLY WITH ADJACENT GUTTER, ROADWAY, ORI WALKWAY, AND BE GRAY IN COLOR. O7 TYPICAL RADII. CHECK WITH MANUFACTURERS FOR AVAILABLE RADII. CfffOF DETECTABLE WARNING SURFACE C TRUNCATED DOMES REVISED: 5-12 PLATE NO.: 5J15A ENGINEERING IDEPARTMENT MNDOT 7038A FILE NAME: G: \ENG\SPECS\5215A # 3 1 DETECTABLE WARNING SURFACE TRUNCATED DOMES NOT TO SCALE C604 �10" a e < O p. a p AGGREGATE BASE LLI qk MNDOT SELECT GRANULAR BORROW D- O LJ COURSE FILTER AGGREGATE o MNDOT 3149.2H 12" DEEP O w N (r) GRADE TO RAIN CLAY SUB -GRAD �- 4" PERFORATED PIPE GEOTEXTILE WRAP (3733, TYPE 1) TRENCH DETAIL Perforated PVC, or 1 Dual Wall smooth interior corrugated PE pipe. 6" CONC. PIPE DETAIL c GROUT I ULLtAM AROUND PIPE NOTES: 1. CLEANOUTS REQUIRED AT 300' INTERVALS & ALL ENDING POINTS. 2. SWING TIES TO BE SHOWN ON AS-BUILTS FOR ALL ENDING POINTS TO ALL DRAINTILES. 3. OPENINGS IN STRUCTURE FOR DRAINTILE TO BE FABRICATED OR CORE DRILLED. 4. THIS DETAIL TO BE USED WHEN 2' OR MORE OF EXISTING SOIL SUB CUT IS NECESSARY. aff or 4" SUB -SURFACE Comm DRAINTILE REVISED:3-09 ENGINEERING DEPART NT P�I� No.: 5232 FILE NAME: G: \ENG\SPECS\5232 6 NOT TO SCALE C604 4" SUB -SURFACE DRAINTILE I +9.80 +5.15 D 7 NOT TO SCALE C604 STMH #103 WEIR WALL 936.65 934.30 932.00 926.85 i Typical Street Sign Installation 6" x 24" or 30" or 36" Traffic Sign Double Aluminum Street as Required Sign - Both Directions /8" O.D. onized Steel 12 Guage r, --hor Plate 2.51-B. 7' Upper - Galvanized Steel ° Sign Post (2) 5/16" x 1" Post Bolts Z Tomperprooll ° with Washers O Mtn Curb r II III 3LB. 7' Anchor Post-Pheumalically Driver Typical Traffic Sign Installation Bolt Post With Sign to Post in Concrete E J t M t I Post xpanswn oln a en a ' - 4 Sides Full Depth Typical Sign Installation In Concrete Median Anchor Plate Detail 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 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. CITIOF STROT AND TRAFFIC SIGN OEM INSTALLATION REVISED: 1-10 ENGINEERING DEPARTMENT PLATE NO.: 5217 FILE NAME:G:\ENG\SPECS\5217 I +7.40 +4.95 +2.55 NOT TO SCALE C604 0 STREET AND TRAFFIC SIGN INSTALLATION 100' STORAGE DEPTH Q d d , ad .a - a d % d d a d d a a 4 a a d d d a a . a � � d d a a 0.5' 4 'I .- a 'A d d . Q 4.0' a e d a d a 4 a d d d a C d a Al a d a a d a d d 4 a ° . 6" ORIFICE a a d ° d a d d d 4,4 a a . a . d d .d a a ,a d d d. a d Q q STMH #403 WEIR WALL 933.85 931.40 ENGINEERING I SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax:952-646-0290 www.evs-eng.com I City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone:952-227-1100 Fax:952-227-1110 www.ci.chanhassen.mn.us I Civil Plans CLIENT UNITED P ROPERTIE 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place I LOCATION Chanhassen, MN SHEET Construction Details City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 929.00 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 926.45 SHEET NUMBER NOT TO SCALE C604 T/W B/W T/W 936.1 B/W 929.1 T/W 92 BNV 92 TIW B/W TA BA I , NOTES 1. DIMENSIONS ARE TO BACK OF CURB AND EXTERIOR FACE OF BUILDING UNLESS NOTED OTHERWISE. 2. CONCRETE SUPPLIERS ARE REQUIRED TO HAUL CONCRETE WASTE AND WASH OFF -SITE. IRIVEWAY 3. EXISTING STRIPING ON POWERS BLVD AT LAKE DRIVE WILL NEED ;SEE DETAIL TO BE CHANGED TO ACCOMODATE TURN LANES. EXISTING STRIPING SHALL BE OBLITERATED BY GRINDING OR SANDBLASTING. NEW STRIPES SHALL BE LATEX WITH 6" EDGE LINE. AMP 4. ALL CONCRETE CURB SHALL BE B6-12 UNLESS OTHERWISE NOTED. LOT SIZES REMOVE EXISTING GROSS SITE (ALTA) = CURB/GUTTER, 737,904 SF 16.94 AC LOT 1 = TRAIL, AND SIGN 540.059 SF 12.40 AC OUTLOT A = 183.132 SF 4.20 AC OUTLOT B (WELL) = 14,713 SF 0.34 AC LOT 1 SUMMARY EXISTING IMPERVIOUS AREA 0 S.F. (0.00 %) EXISTING PERVIOUS AREA 540,059 S.F. (100.0 %) PROPOSED IMPERVIOUS AREA 347,190 S.F. (64.28 %) REMAINING PERVIOUS GREEN SPACE 192,868 S.F. (35.71%) ZONING SUMMARY IOP - INDUSTRIAL OFFICE PARK DISTRICT LEGEND PROPOSED BITUMINOUS PAVING (DETAIL 5, SHEET C500) PROPOSED HEAVY DUTY BITUMINOUS PAVING (DETAIL 7, SHEET C500) PROPOSED CONCRETE SIDEWALK (DETAIL 6, SHEET C500) `..+;•.`: PROPOSED CONCRETE PAVEMENT TIPOUT CURB (B6-12) ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952.646-0290 www.evs-eng.com CLIENT City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952.227.1100 Fax:952.227-1110 www.cl.chanhasson.mn.us Civil Plans UNITED PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Pointe LOCATION Chanhassen, MN SHEET Civil Site Plan City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL A 9/18/13 PER CITY COMMENTS I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 911812013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.18.2013 2013-057.1 SHEET NUMBER 0 50 100 SCALE IN FEET C201 a 6 E 0 w SIGN AREA BUILDING ADDRESS NUMBERS PREFINISHED CAP FLASHING XX XX L- -� r-� L_J-J LL — EXPOSED AGGREGATE PRECAST WALL PANEL TO MATCH BUILDING SCORE LINE IN PANEL TENANT SIGNAGE TO BE DETERMINED ,,,—PREFINISHED METAL FLASHING INTEGRAL COLOR ROCK FACE BLOCK TO MATCH BUILDING SIGN AREA = 64 S.F. NOTE: CONTRACTOR TO (MAX AREA 64 S.F.) PROVIDE POWER TO SIGN 2 MONUMENT SIGN w o a e I o ao z I O O Uri 0 I N I -Jl S 6�44644 , 1C • `A' GNDERGROU ' S 6 �0 V Y AS-ttN � R 0� _ VERHEAD' o ELECTRIC �R 5 SSION TOWER c ��4�}J� VERIFY LOCATION l- 6�.1 � / o j SCALE: 1/4" = 1'-0" 03 IS 2* i SUGGESTED I rJ 6� TRANSFORMER � LOCATION I 35.00' �' 1. _ t 0• Alm 62 -0 20, I) O 0) � rl ACC)q ttie 7 O (C) r SITE DATA F 0 R CITY OF CHANHASSEN RECEIVED SEP 16 2013 CHANHASSEN PLANNING DEPT ZONING — IOP — INDUSTRIAL OFFICE PARK DISTRICT ND MANAGEMENT DISTRICT WITHIN 360 F OF STREAM LOT SIZE '904 S.F. = 16.94 ACRES HARD SURFACE - 70% MAXIMUM PARKING DATA OFFICE (25%) - 35,200 S.F. AT 1/200 = 176 STALLS WAREHOUSE (75%) - 105,600 S.F. AT 1/2000 = 53 STALLS 229 STALLS REQUIRED 229 STALLS PROVIDED 229 STALL PROVIDED = t1.64 PER 1,000 [� SITE PLAN Al SCALE: 1" = 50'-0" NORTH L A M P E R T A R C H IT E C T S 420 Summit Avenue e St. Paul, MN 55102 000 Phone:763.755.1211 Fox:763.757.2849 lampert®lampert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AMLAg DULY LICENSED ARCHITECT UNDoI�+� E LAWS OF THE STATE, (A1iIFWE OTA. RJ Ryan Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 651-681-0200 Mendota Heights, MN 55120 Fax: 651-681-0235 W U o CL �C Copyright 2013 Leonard Lampert Architects, P.A Project Designer: JAMES B Drown By: JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL SITE PLAN Sheet Number Al Project No. 130724-1 PLANTING SCHEDULE QTY. KEY COMMON NAME BOTANICAL NAME SIZE MTHDI REMARKS 3 SO SWAMP WHITE OAK QUERCUS BICOLOR 2.5" BB 8 IH IMPERIAL HONEYLOCUST BETULA NIGRA 2.5" BB 7 AB AUTUMN BLAZE MAPLE ACER FREEMANII 2.5" BB 4 BH BLACK HILLS PICEA GLAUCA DENSATA 6 FT BB SPRUCE 3 RB RIVER BIRCH BETULA NIGRA 1.5" BB CLUMP TRUNK 5 IRS RED SPLENDOR CRAB MALUSxHYBRIDS 'RED SPLENDOR' 1.5" BB 20 JB JAPANESE BARBERRY BERBERIS THUNBERGI 'ROSY GLOW' #5 CONT. ROSY GLOW 48 BB COMPACT EUONYMUS ALATUS 'COMPACTA' #5 CONT. BURNING BUSH 50 BJ BLUE CHIP JUNIPERUS HOR. BLUECHIP #5 CONT. JUNIPER 16 GD GARDEN GLOW CORNUS HESSI GARDEN GLOW #5 CONT. DOGWOOD LANDSCAPE NOTES: 1. SEED / SOD AREAS AS INDICATED ON THE PLAN. 2. PLANTINGS TO BE PLANTED IN ROCK MULCH PLANTING BED SEPARATED FROM SODDED AREAS BY BLACK VINYL EDGER. 3. UNDERGROUND IRRIGATION SYSTEM TO BE PROVIDED FOR ALL FOUNDATION PLANTINGS AND SODDED AREAS. PROVIDE MOISTURE SENSOR. SUPPLEMENT IRRIGATION WITH UNDERGROUND RAIN WATER STORAGE SYSTEM. IRRIGATION DESIGNER TO COORD. WITH CIVIL DESIGN. 4. LANDSCAPING TO BE INSTALLED AT LEAST EQUIVALENT TO 17 OF THF� y� COST OF THE LOT IMPROVEMENTS J w U ¢ J a V1 0 0 LJ w U J a V) �i 0 0- 35.00' - >- �ZA' GROUND COVER OR MULCH AS SPEC. _ TURN BACK BURLAP REMOVE POLY AND WIRE ' �6.4 ' 24 SET BALL ON ' _ S 100.6� UNDISTURBED GROUND BACKFILL WITH UNDERGRO ' — Cj 6 �C) II — EXISTING SOIL R O i GA�-tt ' SOD ` a A / D o 'AIL R n� ; — ELECTRIC — vwi Ne (> SOD — ISSION TOWER�G��}J� 'VERIFY LOCATION A/ � SEEDto �50 � 0 TREE PLANTING DETAIL EXISTING WOODED AREAI TO REMAIN RETAIN TREES NATURAL FORM. REMOVE ONLY DEAD OR DAMAGED BRANCHES DO NOT CUT LEADERS ROOT COLLAR 1-2" ABOVE GRADE WOOD CHIP MULCH REMOVE WIRE BASKETS AND POLY TIES. CUT BURLAB FROM UPPER 1/2 OF BALL EXISTING GRADE BACKFILL WITH EXISTING SOIL. WATER THOROUGHLY TO ELIMINATE AIR POCKETS BREAK DOWN SIDES OF HOLE UNDISTURBED SOIL BENEATH BALL ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM_Ar DULY LICENSED ARCHITECT UND� E LAWS OF THE SJ OTA. NrRJ Ryan Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 651-601-0200 Mendota Heights. MN 55120 Fax: 651681-0235 W CZ U 4-' 0 Q N a� J � CL ac L U vi Drown By. JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL LANDSCAPE PLAN Sheet Number L 1 Project No. 130724-1 I � _ 02°3� 9 I S: 1 Yl1 36" E 35.00' O LA N N W ' O p O O rr, N J I LU U Q J a In 0 w U a J a fN 0 0 a ai E 0 c v / \I � 11 I\ \ I 1, B S �44 p.64 . W GNDERGRO - Cj 6 '\0_ '� - j O . AS-:YN - a N D R O VERHEAD ELECTRIC \ 1 ) EffZANSM-ISSION TOWER �G O' VERIFY LOCATION _ s-1g51� - _ 250W HPS FIXTURE \ WITH DOWNCAST SHIELD I ' MO T DT O BUILDING OF / 1 \ Y� h v Y� Y DASHED LINE INDICATES APPROX. 1 FT/CANDLE Y' N 90600'00" E 377,24' o 250W HPS FIXTURE WITH DOWNCAST SHIELD MOUNTED TO 20 FT POLE LOCATED 3 FT FROM CURB (9 THUS) A0 NORTH SITE LIGHTING PLAN SCALE: 1" = 50'-0" 40 PLAN NOTES: 1. LIGHTING SHOWN FOR SCHEMATIC PURPOSES ONLY, LIGHTING IS DESIGN —BUILD BY ELECTRICAL CONTRACTOR. VERIFY SIZE, STYLE, QUANTITY, AND LOCATION W/ OWNER AND CONTRACTOR. PROVIDE LIGHTING PHOTOMETRICS IF NECESSARY AT CITY'S REQUEST. 2. ALL LIGHTING IS TO BE SHIELDED/DIRECTED AWAY FROM ADJACENT PROPERTIES AND STREET RIGHT OF WAYS. 3. PROVIDE EMERGENCY EXIT LIGHTING AT ALL EXIT DOORS. 4. MAXIMUM FOOT CANDLE READING AT PROPERTY LINE NOT TO EXCEED 0.5/FOOT ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I A4_Ai DULY LICENSED ARCHITECT UNDONE LAWS OF THE A\g� E OTA. RJRya' Construction, Inc. Commercial Design and Construction 1400 Mendota Heights Road Ph: 651-681-0200 Mendota Heights, MN 55120 Fax: 651-681-0235 LU M U o Q kin _J C CL w I ` W n Drawn By. JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL SITE LIGHTING PLAN Sheet Number L 2 Project No. 130724-1 N Q w U Q J a N K 0 w U a J a U) 0 O a iU E 0 c a) w I 4n'—n" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 400 —0" U U U U U U 1) PARTIAL FLOOR PLAN 2, SCALE: 1/16`' = 1'-0" U u u AN I% I_ A M P E R T A R C H I T E C T S 420 Summit Avenue St. Paul, MN 55102 Phone:763.755.1211 Fax:763.757.2849 lam pert®lam pert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM.Ar DULY LICENSED ARCHITECT UNX E LAWS OF THE S �T� tf��NWNESSSSSSOTA. � NrR) Ryan Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 651-681-0200 Mendota Heights, MN 55120 Fax 651-681-0235 W Cz U 4.' 0 Q a� J � CL ec W n Copyright 2013 Leonard Lampert Architects, P.A. Project Designer: JAMES B Drown By. JRB Checked By. ILL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL PARTIAL FLOOR PLAN Sheet Number Project No. 130724-1 I nn•_n" I An•—n" 1 40'-0" 1 40'-0" 40'-0" 40'-0" 1 PARTIA SCALE: 1/1 6 E 0 c w FLOOR — 1'—n" PLAN 'VOaTti 0 1 0 0 (V L A M P E R T A R C H I T E C T S 420 Summit Avenue St. Paul, MN 55102 Phone:763.755.1211 Fox:763.757.2849 lampert®lampert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN. SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM DULY LICENSED ARCHITECT UNDONE r "'I ,,kl,,,,IRJ Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Read Ph: 651-681-0200 Mandate Heights, MN 55120 Fax: 651-681-0235 W CIO U 0 0 VI J � CL ec O C U Copyright 2013 Leonard Lampert Architects, P.A Project Designer: JAMES B Drawn By. JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL PARTIAL FLOOR PLAN Sheet Number L� Project No. 130724-1 17 a w U a J a 1n 0 0 a w U a J a_ 1n It 0 a ai E 0 C N LL TOP OF PRECAST EL. = 128 —4 FINISHED FLOOR EL. = 100 —0 (a)EAST ELEVATION A3 SCALE: 1/16" = 1 —O' PREFINISHED — CAP FLASHING COLOR #5 DEDICATED SIGNAGE PREFINISHED AREA TYPICAL METAL CANOPY TO BE DETERMINED COLOR #4 MAXIMUM WALL SIGNAGE NOT TO EXCEED 275 S.F. STUCCO COLOR #2 INTEGRAL COLOR — ROCK FACE BLOCK COLOR #3 (a)PARTIAL SOUTH ELEVATION A3 SCALE: 1/16" = 11-0" PARTIAL SOUTH ELEVATION A3 SCALE: 1/16" = 11-0° EXPOSED AGGREGATE PRECAST CONCRETE WALL PANELS COLOR #1 PREFINISHED METAL CANOPY COLOR #4 STUCCO — COLOR #2 INTEGRAL COLOR — ROCK FACE BLOCK COLOR #3 TINTED GLASS IN —/ ANODIZED ALUMINUM FRAMES COLOR #5 4 WEST ELEVATION A3 SCALE: 1/16 = 1 —0 TOP OF PRECAST EL. = 128--4" FINISHED FLOOR EL. = 100'-0" COLOR #1 — RED ROCK BY FABCON OR EQUAL COLOR #2 — DUNE #3061 BY SYNERGY OR EQUAL COLOR #3 — RED DUST BY COUNTY MATERIALS OR EQUAL COLOR #4 — COLONIAL RED BY FIRESTONE OR EQUAL COLOR #5 — CLEAR ANODIZED ALUMINUM III `illlllu II11 TOP OF PRECAST EL. = 128 —4 FINISHED FLOOR EL. = 100-0� (a)PARTIAL NORTH ELEVATION A3 SCALE: 1/16" = 1'—O" s PARTIAL NORTH ELEVATION A3 SCALE: 1/16" = 1 —0 �.3 TOP OF PRECAST EL. = 128'-4"mF FINISHED FLOOR EL. = 100'-0"10 L A M P E R T A R C H I T E C T S 420 Summit Avenue St. Paul, MN 55102■� Phone: 763.755.1211 Fox:763.757.2849 IamperfOlompert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM.Ay DULY LICENSED ARCHITECT U lyE LAWS OF THE Aj _ lI f $VE OTA. N Ryan Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 65168141200 Mendota Heights, MN 55120 Fax: 651-681-0235 W M U 4-' 0 Q N a� J c C ec W cA 0 0. V Copyright 2013 Leonard Lampert Architects, P.A Project Designer: JAMES B Drown By. JRB Checked By ILL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL BUILDING ELEVATIONS Sheet Number Project No. 130724-1 a ai E 0 U- SIGN AREA XX XX L— —� L_J L—J ,�—BUILDING ADDRESS NUMBERS /—PREFINISHED CAP FLASHING — EXPOSED AGGREGATE PRECAST WALL PANEL TO MATCH BUILDING SCORE LINE IN PANEL TENANT SIGNAGE TO BE DETERMINED ,�PREFINISHED METAL FLASHING INTEGRAL COLOR ROCK FACE BLOCK TO MATCH BUILDING SIGN AREA = 64 S.F. NOTE: CONTRACTOR TO (MAX AREA 64 S.F.) PROVIDE POWER TO SIGN / 2 MONUMENT SIGN 4A' 24 d`1 5 � 6° 64 'T 9$ GNDERGRO Vd r O ERHEAD _ _i 0. _ ELECTRIC _ —'' a 0 > �RANSWISSION TOWER �4 VERIFY LOCATION 15�6 / Al " SCALE: 1/4= 1 —0 IIP f — 5 06 IS 02°3S'9 SUGGESTED G � � LOCATION TRANSFORMER ' 35.00' o. i 0 w o a I 0 I N TR SH ENC OSURE F,2 — 0" z CD 1z W 3 O CL / 25,°. I ARK/Ivap' 00 / ^0VL F O R CITY OF CHANHASSEN RECEIVED SEP 16 2013 CHANHASSEN PLANNING DEPT SITE DATA ZONING — IOP — INDUSTRIAL OFFICE PARK DISTRICT SHORELAND MANAGEMENT DISTRICT WITHIN 300 FT OF STREAM LOT SIZE — 737,904 S.F. = 16.94 ACRES HARD SURFACE — 70% MAXIMUM PARKING DATA OFFICE (25%) — 35,200 S.F. AT 1/200 = 176 STALLS WAREHOUSE (75%) — 105,600 S.F. AT 1/2000 = 53 STALLS 229 STALLS REQUIRED 229 STALLS PROVIDED 229 STALL PROVIDED = d:1.64 PER 1,000 NORTH ri"� SITE PLAN / i SCALE: 1" = 50'-0" L A M P E R T A R C H I T E C T S 420 Summit Avenue o St. Paul, MN 55102 ❑� Phone:763.755.1211 Fax:763.757.2849 lampert®lompert—orch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM_Ag DULY LICENSED ARCHITECT UN -NE LAWS OF THE Axvj�T� '"EsSOTA. NrRJRyan Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 651-681-0200 Mendota Heights, MN 55120 Fax: 651-681-0235 W H OX CL V Copyright 2013 Leonard Lampert Architects, P.A. Project Designer: JAMES B Drown By. JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL SITE PLAN Sheet Number Al Project No. 130724-1 0 PLANTING SCHEDULE OTY. KEY COMMON NAME BOTANICAL NAME SIZE MTHD REMARKS 3 SO SWAMP WHITE OAK QUERCUS BICOLOR 2.5" BB 8 IH IMPERIAL HONEYLOCUST BETULA NIGRA 2.5" BB 7 AB AUTUMN BLAZE MAPLE ACER FREEMANII 2.5" BB 4 BH BLACK HILLS SPRUCE PICEA GLAUCA DENSATA 6 FT BB 3 RB RIVER BIRCH BETULA NIGRA 1.5" BB CLUMP TRUNK 5 IRS RED SPLENDOR CRAB MALUSxHYBRIDS 'RED SPLENDOR' 1.5" BB 20 JB JAPANESE BARBERRY ROSY GLOW BERBERIS THUNBERGI 'ROSY GLOW' #5 CONT. 48 BB COMPACT BURNING BUSH EUONYMUS ALATUS 'COMPACTA' #5 CONT. BLUE CHIP JUNIPER JUNIPERUS HOR. BLUECHIP #5 CONT. PtGD GARDEN GLOW DOGWOOD CORNUS HESSI GARDEN GLOW #5 CONT. LANDSCAPE NOTES: 1. SEED / SOD AREAS AS INDICATED ON THE PLAN, 2. PLANTINGS TO BE PLANTED IN ROCK MULCH PLANTING BED SEPARATED FROM SODDED AREAS BY BLACK VINYL EDGER. 3. UNDERGROUND IRRIGATION SYSTEM TO BE PROVIDED FOR ALL FOUNDATION PLANTINGS AND SODDED AREAS. PROVIDE MOISTURE SENSOR. SUPPLEMENT IRRIGATION WITH UNDERGROUND RAIN WATER STORAGE SYSTEM. IRRIGATION DESIGNER TO COORD. WITH CIVIL DESIGN. 4. LANDSCAPING TO BE INSTALLED AT LEAST EQUIVALENT TO 1% OF TH COST OF THE LOT IMPROVEMENTS . J 6 E 0 C 0 w GROUND COVER OR MULCH AS SPEC. TURN BACK BURLAP REMOVE POLY AND WIRE — ,'24 w SET BALL ON UNDISTURBED GROUND BACKFILL WITH \w� GNDERGRO — ' — Cj EXISTING SOIL Vv — e SHRUB PLANTING DETAIL IS „ E =� _ _ A SEEO l • I _ I — SOD � l 0 R o ERHEAD — I w o ELECTRIC / V Ne d > SOD �SSION TOWER 4 VERIFY LOCATION � SEE' EXISTING WOODED AREAI TO REMAIN RETAIN TREES NATURAL REMOVE ONLY DEAD OR DAMAGED BRANCHES DO NOT CUT LEADERS ROOT COLLAR 1-2" ABOVE GRADE WOOD CHIP MULCH REMOVE WIRE BASKETS AND POLY TIES. CUT BURLAB FRi UPPER 1/2 OF BALL EXISTING GRADE BACKFILL WITH EXISTING SOIL. WATER THOROUGHLY TO ELIMINATE AIR POCKETS BREAK DOWN SIDES OF HOLE UNDISTURBED SOIL BENEATH BALL ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM.Ay DULY LICENSED ARCHITECT UNE E LAWS OF THE SJ �A�FIyESOTA. rikvRyan Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 651-681-0200 Mendota Heights, MN 55120 Fax: 651-681-0235 W M U 4-J 0 QN a� J � CL •c Drown By. JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL LANDSCAPE PLAN Sheet Number L1 Project No. 130724-1 N J I W U Q J a In oOL LLJ U Q J a V1 0 a ci E 0 0 n CFI 36" E 35.00' _— „ + �SEED� t S 7000, O O F IS02 3J�' = W S -7 6� �6 0. UNDERGRO ' _ S 6 �01 // — GAS—L-IN �� O R ELECTRIC �SSION TOWER 4 VERIFY LOCATION— 25OW HPS FIXTUREWITH \ MOUNTED TSHIELDNCAST O BUILDING AT 20 FT A.F.F. • Mn TWI ICE rri DASHED LINE INDICATES APPROX. 1 FT/CANDLE / 'Y \ / Y_ \ IfA Y�y-�Y �k Y^Y iY, I Y� Y N 90000'00" E 377.24' Y Y/ y`y^� Y 250W HPS FIXTURE WITH DOWNCAST SHIELD MOUNTED TO 20 FT POLE LOCATED 3 FT FROM CURB (9 THUS) .O0 NORTH SITE LIGHTING PLAN SCALE: 1" = 50'-0' qp PLAN NOTES: 1. LIGHTING SHOWN FOR SCHEMATIC PURPOSES ONLY. LIGHTING IS DESIGN —BUILD BY ELECTRICAL CONTRACTOR. VERIFY SIZE, STYLE, QUANTITY, AND LOCATION W/ OWNER AND CONTRACTOR. PROVIDE LIGHTING PHOTOMETRICS IF NECESSARY AT CITY'S REQUEST. 2. ALL LIGHTING IS TO BE SHIELDED/DIRECTED AWAY FROM ADJACENT PROPERTIES AND STREET RIGHT OF WAYS. 3. PROVIDE EMERGENCY EXIT LIGHTING AT ALL EXIT DOORS. 4. MAXIMUM FOOT CANDLE READING AT PROPERTY LINE NOT TO EXCEED 0.5/FOOT ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM_Ar DULY LICENSED ARCHITECT UN0� E LAWS OF THE STATE A!)dGYIE OTA. TURE RJ Ryan ikkConstruction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 651-681-0200 Mendota Heights, MN 55120 Fax 651-681-0235 W ate U .+ o N J C CL ,C W Drown By. JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL SITE LIGHTING PLAN Sheet Number L2 Project No. 130724-1 0 I 0 0 N N Q U U Q J a N 0 W Q J a to 0 0 a ai E 0 c a1 rl L O 0 0 I 0 It 0 0 t • ' n' ' 1 An'_n" I nn'-n" I 4n'-n" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 n t PARTIAL FLOOR PLAN ,� Z. SCALE: 1/16" = 1'-0" NA ' LA M P E R T A R C H I T E C T S 420 Summit Avenue St. Paul, MN 55102 Phone: 763.755.1211 Fox:763.757.2849 lam perfQ1a m pert—arch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER -MY DIRECT SUPERVISION AND THAT I AM A I DULY LICENSED ARCHITECT UN E LAWS OF T;\ E A�T�� E OTA. 1 Ni RJ Ryan Construction, Inc. Commercial Design and Construction 1100 Mandate Heights Road Ph'. 651-661-0200 Mendota Heights, MN 55120 Fax: 651.68"235 L U cz U 4-' 0 Q N a� J C CL ec q � � I ` W V) Oct CL U Copyright 2013 Leonard Lampert Architects, P.A. Project Designer: JAMES B Drawn By: JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL PARTIAL FLOOR PLAN Sheet Number Project No. 130724-1 N (V Q W U Q J a Ln IX 0 w W U Q J d (n 3 O a- ti E O C w LT I an'-o" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 40'-0" 1 PARTIAL FLOOR PLAN SCAI F• 1 /1fi" = 1'—n" #VoRTh ff" wh J d q LA M P E R T A R C H IT E C T S 420 Summit Avenue St. Paul, MN 55102 Phone:763.755.1211 Fax:763.757,2849 lampert®lampert—orch.com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM_A, DULY LICENSED ARCHITECT UNDO 11(E LAWS OF THE ill-'1>' AOTA, NJR) Ryan Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 651-681-0200 Mendota Heights, MN 55120 Fax: 651-681-0235 W cV U 4-' 0 Q N a� J � C.. ec Copyright 2013 Leonard Lampert Architects, P.A. Project Designer: JAMES B Drown By. JRB Checked By. LL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL PARTIAL FLOOR PLAN Sheet Number Project No. 130724-1 n a w V n o_ 1n 0 0 w J a 0 0 a_ 4; E 0 c v L� DEDICATED SIGNAGE AREA TYPICAL TO BE DETERMINED MAXIMUM WALL SIGNAGE NOT TO EXCEED 275 S.F PREFINISHED — CAP FLASHING COLOR #5 PREFINISHED — METAL CANOPY COLOR #4 STUCCO — COLOR #2 EXPOSED AGGREGATE PRECAST CONCRETE WALL PANELS COLOR #1 PREFINISHED METAL CANOPY COLOR #4 STUCCO — COLOR #2 •P • 1111111111 ®'■�'1111111111111111111 1111111111111111 IIIIIIIIIi11111111 ®°■®®1 �� .®,�� ■�lI�IIIII■IIIII■I�I�IIIII■�rl��l��l�l�l��llil�la�®®®�� TOP OF PRECAST EL. = 128 —4 OL FINISHED FLOOR EL. = 150 —0 .40 TOP OF PRECAST EL. = 128 —4 FINISHED FLOOR EL. = 100 —0 (a)EAST ELEVATION q3 SCALE: 1/16" = 1 —0 INTEGRAL COLOR — ROCK FACE BLOCK — COLOR #3 (2)PARTIAL SOUTH ELEVATION A3 SCALE: 1/16 = 1 —0 (a)PARTIAL SOUTH ELEVATION A3 SCALE: 1/16" = 1'-0° 5 PARTIAL NORTH ELEVATION �AY SCALE: 1/16' = 1 —0 s PARTIAL NORTH ELEVATION A3 SCALE: 1/16' = 1 —0" INTEGRAL COLOR J ROCK FACE BLOCK COLOR #3 TINTED GLASS IN ANODIZED ALUMINUM FRAMES COLOR #5 4 WEST ELEVATION A3 SCALE: 1/16" = 1'-0 COLOR #1 — RED ROCK BY FABCON OR EQUAL COLOR #2 — DUNE #3061 BY SYNERGY OR EQUAL COLOR #3 — RED DUST BY COUNTY MATERIALS OR EQUAL COLOR #4 — COLONIAL RED BY FIRESTONE OR EQUAL COLOR #5 — CLEAR ANODIZED ALUMINUM TOP OF PRECAST EL. = 128'-4"NV FINISHED FLOOR EL. as 100'-0" L A M P E R T A R C H IT E C T S 420 Summit Avenue St. Paul, MN 55102 Phone: 763.755.1211 Fox:763.757.2849 lam pert®lam pert —arch. com ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM_Ag DULY LICENSED ARCHITECT UNDO E LAWS OF THE ;76T� < XVE OTA. NrR) Ryan Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph: 651-661-0200 Mendota Heights, MN 65/20 Fax: 651661-0235 W cz U 4-1 0 Q y a� CL ec LJ J n C O CL V Copyright 2013 Leonard Lampert Architects, P.A. Project Designer: JAMES B Drawn By. JRB Checked By: ILL Revisions 9/5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL BUILDING ELEVATIONS Sheet Number A3 Project No. 130724-1 J I U J a z 0 a U a CL LO Ix 0 a. ci 0 5 LZ GEMM 0®� ©�I • --I 03 GROUND COVER OR MULCH AS SPEC. TURN BACK BURLAP ' REMOVE POLY AND WIRE SET BALL ON ' i $ S 00 64 UNDISTURBED GROUND — / �•2� 9$ �4 Z BACKFILL WITH GNDERGRO 6�' — S NON// — O EXISTING SOIL Q W — — — % — ` • N R — — SOD gel. OERHEA�. Lai$ - �w 3 SHRUB PLANTING DETAIL R A� — ELECTRIC D L1 SCALE: NOT TO SCALE ' _ 1 : / SOD LANDSCAPE NOTES: 1. SEED / SOD AREAS AS INDICATED ON THE PLAN. 2. PLANTINGS TO BE PLANTED IN ROCK MULCH PLANTING BED _ SEPARATED FROM SODDED AREAS BY BLACK VINYL EDGER. 3. UNDERGROUND IRRIGATION SYSTEM TO BE PROVIDED FOR ALL FOUNDATION PLANTINGS AND SODDED AREAS. PROVIDE MOISTURE SENSOR. SUPPLEMENT IRRIGATION WITH UNDERGROUND RAIN WATER STORAGE SYSTEM. IRRIGATION DESIGNER TO COORD. WITH CIVIL DESIGN. 4 / " E: 4. LANDSCAPING TO BE INSTALLED AT LEAST EQUIVALENT TO 1% OF TH ' _ 1�j�J•06 t IS COST OF THE LOT IMPROVEMENTS I 35.00' SEED A —L- , _ 1 I SEEP •� . RETAINING WALL SEE GRADING PLAN 1 • \ cn O W fJ EXISTING WOODED AREA TO REMAIN N (st O O •� \ o 0 0 '1 rrt \ 4 2. e 4 SOD f SEED s A 4 R ISSION TOWER 04 _ / VERIFY LOCATION SEED to I -� 00Ln � G ` J V 1 vJ 4 Ja � ( 2 z OC Y ROCK 2 MULCH U> W J 4 4 4 e ® ® 3 � 4 t y PROPOSED BUILDING 4 e SOD / — i' CL 4 Y1r YY^� p N, �0)d• AOCK DO BE 4 / F)• � 4 4 3 " � SOD 4 � 6 SOD Y 6 •® ) ROCK �a i SOD i SEED � � a —y^y.—y Y APPROXIMATE LINE OF EXISTING WOODED AREA TO REMAIN EXISTING TREES TO REMAIN I ' It I ASi. EXISTING WOODED AREA TO REMAIN NORTH 1 LANDSCAPE PLAN �OA'N IINL1SCALE: 1 - 50 -0 N 90.00'00" E 377.24' RETAINING WALL SEE GRADING PLAN X) A rX. I P, t ROCK MULCH BED 3x ROOTBALL DIAMETER 2 TREE PLANTING DETAIL L1 SCALE: NOT TO SCALE EXISTING WOODED AREAI TO REMAIN RETAIN TREES NATURAL FORM. REMOVE ONLY DEAD OR DAMAGED BRANCHES DO NOT CUT LEADERS ROOT COLLAR 1-2" ABOVE GRADE WOOD CHIP MULCH REMOVE WIRE BASKETS AND POLY TIES. CUT BURLAB FROM UPPER 1/2 OF BALL EXISTING GRADE BACKFILL WITH EXISTING SOIL. WATER THOROUGHLY TO ELIMINATE AIR POCKETS BREAK DOWN SIDES OF HOLE UNDISTURBED SOIL BENEATH BALL ARCHITECT CERTIFICATION: I HEREBY CERTIFY THAT THIS PLAN. SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AhLPI DULY LICENSED ARCHITECT LAWS OF THE SIAM MA OTA. R�Rym Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Road Ph', 651481-0200 Mendota Heights, MN 55120 F-, 851 -081-0235 W U o H J c CL eC V) Li H W v, 3 C O CL V Drown By. JRB Checked By. LL Revisions 9 5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL LANDSCAPE PLAN Sheet Number L 1 Project No. 130724-1 qll6 E 35.00' , y _ y E� SEEO � 1 � 1 1 N J I W a In 0 U a a z 0 0. a 6 E 0 8 LT ,S 02 -3 4 16'44�41 100• — —Z • GNDERGRO O R P� ELECTRIC D SSION TOWER �4 VERIFY LOCATION iS� — 25OW HPS FIXTURENTH \ . ! ' MOUND DW`D TO BUILDING(20 THUS) t 1 1 Y \ / DASHED LINE INDICATES APPROX. 1 FT/CANDLE N 90'00'00" E 377.24' 250W HIPS FIXTURE WITH DOWNCAST SHIELD MOUNTED TO 20 FT POLE LOCATED 3 FT FROM CURB (9 THUS) S1 A. 69 z O g.. LA NORTH SITE LIGHTING PLAN SCALE: 1 - 50 —0 " IF PLAN NOTES: 1. LIGHTING SHOWN FOR SCHEMATIC PURPOSES ONLY. LIGHTING IS DESIGN —BUILD BY ELECTRICAL CONTRACTOR. VERIFY SIZE, STYLE, QUANTITY, AND LOCATION W/ OWNER AND CONTRACTOR. PROVIDE LIGHTING PHOTOMETRICS IF NECESSARY AT CITY'S REQUEST. 2. ALL LIGHTING IS TO BE SHIELDED/DIRECTED AWAY FROM ADJACENT PROPERTIES AND STREET RIGHT OF WAYS. 3. PROVIDE EMERGENCY EXIT LIGHTING AT ALL EXIT DOORS. 4. MAXIMUM FOOT CANDLE READING AT PROPERTY LINE NOT TO EXCEED 0.5/FOOT ARCHITECT CERTIFICATION: I NEREBY CERTIFY THAT THIS PLAN. SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM.As DULY LICENSED ARCHITECT LLNDnV LAWS OF THE SIALTE1 WIMESOTA. RJRym Construction, Inc. Commercial Design and Construction 1100 Mendota Heights Rood PK 651481-0200 Mendota Heights, MN 56120 Fn: 651-081.0235 Drown By. JRB Checked By. ILL Revisions 9 5/13 PRELIMINARY 9/12/13 CITY SUBMITTAL SITE LIGHTING PLAN Sheet Number L 2 Project No. 130724-1 AREA MAP RB ;, 4a 1.TSs} \ •� f .A PuebY un.. -01 i LOCATION A �r�N N 1� Y iJ PROJECT LOCATION , CIVIL PLANS I�•17 Chanhassen, MN Presented By: United Properties PROJECT CONTACT LIST DEVELOPER UNITED PROPERTIES 3500 AMERICAN BLVD W, SUITE 200 MINNEAPOLIS, MN 55431 CONTACT: BRANDON CHAMPEAU TEL: (952) 837-8653 EMAIL: brandon.champeau@uproperties.com ARCHITECT LAMPERT ARCHITECTS 420 SUMMIT AVE ST. PAUL, MN 55102 CONTACT: JAMES BERTHIAUME TEL:(763)755-1211 x109 EMAIL: james@lampert-arch.com CONTRACTOR R.J. RYAN CONSTRUCTION, INC 1100 MENDOTA HEIGHTS ROAD MENDOTA HEIGHTS, MN 55120 CONTACT: JEREMY THOMAS TEL: (651) 365-7009 EMAIL: jthomas@rjryan.com CIVIL ENGINEER EVS, INC. 10250 VALLEY VIEW ROAD, SUITE 123 EDEN PRAIRIE, MN 55344 CONTACT: DAVE NASH TEL: (952) 646-0253 FAX: (952) 646-0290 EMAIL: dnash@evs-eng.com SHEET INDEX SHEET I DESCRIPTION C100 TITLE SHEET C101 EXISTING CONDITIONS AND TREE REMOVALS L102 ALTA SURVEY (GRONBERG & ASSOCIATES) C201 CIVIL SITE PLAN C301 PRELIMINARY PLAT C401 GRADING PLAN C402 EROSION CONTROL PLAN C403 GRADING AND EROSION CONTROL DETAILS C501 UTILITY PLAN C601 CONSTRUCTION DETAILS C602 CONSTRUCTION DETAILS C603 CONSTRUCTION DETAILS C604 CONSTRUCTION DETAILS ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 553" Phone: 952-646-0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone:952-227-1100 Fax: 952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT IINITE0 PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Title Sheet City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13l 2013 REGISTRATION NUMBER 21836 cth oFCHANHA65EN DRAWN BY CHECKED BY RECEIVED DMS/BMJ DJN SEP 15 7013 DATE PROJECT # CHANHASSEN PLANNING DEPT 9.13.2013 2013-057.1 SHEET NUMBER C100 I _-70L,VLv1rJV►` • ICI 1�'�V10'.IAVPA� ' . V01`AVAV.,Vt �OAVAYL,9t,V�7i I I AV%t , ,OAVt\�V I 3- IAVAVAV�.IAI/a� UVAVAV ,VAVAVA - �tIr1=•A•1Vti ►VAVAVOOAVA1mt - .-.. ""/'� G� ✓ I �J J�� %��_ .i^-i'��^s 1 _ / �/i r f ! J / ' I a N ) ( r r _ y S�'T�2E a go` �/ / f frj �j ! ( l "� 9 9 , 91 TREE PRESERVATION TABLE APPROXIMATE AREA OF TREES ON -SITE 401,197 SF m TREES REMOVED FOR GRADING/SITEWORK 193,610 SF PAP THE —/ % REMOVED 48% .--- , 579*4 0— ,M C / 5 -� /T —III 1 1 1 s S �`� �r ,� / P/.� r �I �/ / 1 �^." L I ' / I 9SIGN*&I0 / N� U 4 \ \ ---Approximate tree ine \ ! / X 9e ` Per aerial photo J �f, /" f({\ / 9 \ t XXXXX `JJjI / I / / t ! 9'I 13 °9� ti i 'I J l 1 1 ,r � 7 8q'14 0 J j 09 \. \� ` i ` Q P —v 1-•J'Y�--_•'fl l ( f ( ( l ( ( / ( % l l / \ / g9�9 $96,9 J / 4— \ 0 RCP CL5 S g MET COUNCIL INTE TbR\` \ \ ~ / 1 ( / } , `\, t ] (� 1 / !� /v� % r 9k 09� s / t - ` \�� \lam.\ � � �.-,_. `�"_-_.`J. -- � , J �,� � � � / l I � � //r 11 �) � '�. � /rbcl Nll \ � ` `�\ \\ \ \ \.�` _-_ r_ .� -i-- --- -. /` _-._ �---. ,--/ -1 __ •J--- ...--� / � / 1 � j � i � �1 � � /i / 1 ./ / ,99 �9ry 89 J� 92}9 \ y0 q2 0 N � 0 50 100 A SCALE IN FEET ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646.0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227-1100 Fax: 952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT UN I T E 0 PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Existing Conditions and Tree Removals ,----*IIOIIIIIIIIIIIIilill III NMI City Submittal # DATE REVISION A 9/13113 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 911312013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER C101 M ALTA/ACSM LAND TITLE SURVEY FOR UNITED PROPERTIES INVESTMENT, LLC, FIRST AMERICAN TITLE INSURANCE COMPANY I I I OF OUTLOT F, CHANHASSEN LAKES BUSINESS PARK CARVER COUNTY' MINNESOTA = 76oA�POWER L6A POLE 0.a N 0• a PIPELNE IAMPO%T ■ (III, ■ IIIII' IIIII' `/"�'— • L.� • _ ' ' •• �l.1 9$ MARKER I ^•. "•" . =�i^" /�'� PIPELINE I ' -�•' - 'J MARKER O - " ••; L..-, 6y� Sit O ELEC I -4 BOXII CAI T .GAS Q I TREE y- ' ..-- ^•j--r•�'' - - - - PIPELINE GATE LU ��.-' .. SP7-':? f•. �- �� MARKER �I.. L— VALVE 0 I _"��_"''1 �" '•'�'' - - f'�: 't C m -/ - POWER'_- - - = �_- I � IJ Q ' VALVE GAS U N�QQ _ STREET I W SIGN �I - - �55• W o - �_ - _t o/}4'Z4„ W 1 �'P'" a _ - ' EASEMENT TO MINNESOTA VALLEY i' i 11.5 76 F POWER ^ /, - N r{ 1 _ _ NATURAL GAS COMPANY; RELEASED - / - - s �" _ _ - ; --' / I / EXCEPT FOR PORTION DESCRIBED IN { t 1 I ' O PIPELINE DOC. NO.35620; THIS RELEASES I I I CATCH / MARKER .� �„ It ' DOC. NOS. 98306 8 98312 I 1 W _ EASEMENT TO NW BELL TELEPHONE CO }. MARKER -_ — EASEMENT TONSP R MARKER o - - PIPELINE LEGAL DESCRIPTION OF PREMISES: Outlot F, CHANHASSEN LAKES BUSINESS PARK To United Properties Investment, LLC, Pauls Family Trust and First American Title Insurance Company: This is to certify that this map or plat and the survey on which it is based were made in accordance with the 2011 Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys, jointly established and adopted by ALTA and NSPS, and includes Items 1, 4, 8 and 11(a) of Table A thereof. The field work was completed on September 10, 2013. Date of Plat or Map: September 10, 2013 Mark S. Gronberg MN Lic. NO. 12755 : Iron marker found G Iron marker set Bearings shown are based upon an assumed datum NOTES: 1. As to Table A Item 4, the gross land area is 737,904+- square feet. 2. Easements shown are those listed in First American Title Insurance Company Title Commitment No. NCS-621048-MPLS dated July 28, 2013 3 Easement for communication systems to Northwestern Bell Telephone Company per Doc. No. 89793 was released and replaced by Doc. No. 13158; however land described in Doc. No. 89793 lies southerly of Outlot F. 1.0 SCALE IN FEET PER DOC. NO. 89131; RELEASED EXCEPT I I GATE PER DOC. NO.55883 FOR PORTION DESCRIBED IN DOC.NO.34918 I 1 VALVE MODIFIED BY ASSIGNMENT AND 1 1 ASSUMPTION OF EASEMENT PER ' 1 DOC. NO. 117658. I' I LAMP POST 1 1� 1 I' I 1 1 1V 1 I{ I I f I 11 I II 1 11 I II I 1I I II I I111 ! 1 i STREET SIGN I' I CIV 0 O V =I t ' LAMP CATCH 1 I 1 P0.ST • BASIN HYDRANT GATE VALVES II � 1' 1 CAB { BOXY {� POWER 1 (, BOX 0 ROAD I SIGN 1 IX N 90000'00" W 377.24 'Qry 2/3//// CATCH CATCH BASIN Z Z In uj Z g z qe W, a2're- QaY � V�J a O°z LL N> O Q y LU 10acc M a xWON ;Jai n WZ�rn Zz 0 z 11! z a /�-Re V M G a d 1 g r>I o� N � R cL �y al O� j N 11TC N aE1 �aDC N «OJO mE54 a••� so � 'e E � igC_°0 a) C14 ma�� 0 F. w h SHEET NUMBER Ll 02 NOTES 1. DIMENSIONS ARE TO BACK OF CURB AND EXTERIOR FACE OF BUILDING UNLESS NOTED OTHERWISE. 2. CONCRETE SUPPLIERS ARE REQUIRED TO HAUL CONCRETE WASTE k AND WASH OFF -SITE. 3. EXISTING STRIPING ON POWERS BLVD AT LAKE DRIVE WILL NEED TO BE CHANGED TO ACCOMODATE TURN LANES. EXISTING STRIPING SHALL BE OBLITERATED BY GRINDING OR SANDBLASTING. NEW STRIPES SHALL BE LATEX WITH 6" EDGE LINE. 4. ALL CONCRETE CURB SHALL BE B6-12 UNLESS OTHERWISE NOTED. SITE SUMMARY EXISTING IMPERVIOUS AREA 0 S.F. (0.00 %) EXISTING PERVIOUS AREA 737,904 S.F. (100.0 %) PROPOSED IMPERVIOUS AREA 203,538 S.F. (27.58 %) TOTAL SITE AREA ZONING SUMMARY IOP - INDUSTRIAL OFFICE PARK DISTRICT ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227-1100 Fax:952-227-1110 F ( ( , �� 3 www.ci.chanhassen.mn.us MARKER I? ji T/W 938.0 r-� ! N I LEGEND PIPELINE B/W 937.5 *MARKER 1�j t`J £; ) B/W 936 0 F _ PROPOSED BITUMINOUS PAVING (DETAIL 5, SHEET C500) Civil Plans r�� PROPOSED HEAVY DUTY BITUMINOUS PAVING 8 (DETAIL 7, SHEET C500) ARKEk Ek ihi SHEET C5 y 0 PROPOSED CONCRETE SIDEWALK (DETAIL 6, 00) T/W 9.0 PROPOSED FUTUR ' # CLIENT B/W 92929.0 .�. 1� I, , : , WELL LOCATION tty (tf PROPOSED CONCRETE PAVEMENT 1` 1 TIPOUT CURB (B6-12)I TE f = If PROPERTIES 3500 AMERICAN BLVD, SUITE 200 J 1 J pWG c b 1 l MINNEAPOLIS, MN 55431 e/w 930.0 OSEp BU, S F PED RAMP TYP. 12, STREET /}4. �-� PRpP t^,Rpss HANDICAP SIGN TYP. SIGN j / PROJECT ��o aoo J / , . Powers Place 2 ( f:t *" 1 LOCATION-- 68, ' " _ 88-12 CONCRETE � ` '� �f 6' CURB TYP. Chanhassen, MN `�3 V -o DEVELOPMENT SIGN 't`"1 Y / {` t SHEET LAM MOUNTED TO RETAINING Po k sr % ) F' rntir .iv WALL 30' RAD. HYDRANT �, / „" x ,- �mmill AR RI nrK �..T��6. r ter' Civil Site Plan 737,904 S.F. (16.94 AC.) if IW 921.0 MONUMENTSEXISTING 5 .m IGN a�'ssL zr APRON STOP SIGN City Su bmittal _ �ga3 TIN 920.0 LIGHT TYP. eox ER O soo a \ BIV11918.0 r 4 0 4" # DATE REVISION T/W 925.0 B/W 920.0A 9/13/13 CITY SUBMITTAL : J ,1 T/W 923.0 B/W 923.0 30" RCP CL5 SANITARY SEWER MET COUNCIL INTERCEPTOR APPROXIMATE / WETLAND AREA (NOT TO BE DISTURBED) / ~ I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 v. t DRAWN BY CHECKED BY DMS/BMJ DJN �e DATE PROJECT # 9.13.2013 2013-057.1 South line, of ;hut: t'P, �� flf % SHEET NUMBER h 7CHANHASSEN LAKES BUSINE B--P.4 ;! ' 0 50 100 SCALE IN FEET C201 I I s <� i 0 4„W `44 2— - 13°1536 "E 35.001�<- -' 576'44 00 Oi MOST WESTERLY LINE OUTLOT F -� \N o N � i i ,24"W 04''E 57654 53 6 -,0 I / , �� ✓ / / L T N90 000'00 "E EXISTING LEGAL DESCRIPTION Outlot F, CHANHASSEN LAKES BUSINESS PARK, Carver County, Minnesota. EXISTING ZONING IOP: INDUSTRIAL OFFICE PARK DISTRICT OWNER / DEVELOPER 1 �n UNITED PROPERTIES LLC 3500 AMERICAN BLVD W., SUITE 200 MINNEAPOLIS, MN 55431 P P _.r, L I / / / / / i i 1 I LOT SIZE Q I OUTLOT F = 737,904 SF 16.94 AC o 150 I 5 - 11.5 I 1 \ AND Iz II MM I 10 ----I - W 306), Iljl 'IALLn I �I N `�— I� I I I' '34"E 63.45 I I I I � I 'PER / I INI lin / �o��o, / 5 --- - 11.5/ / D=1'50'50" 34.52 / N, py r MN 1 ( / / DSO / / / / / / 4„W 6 � S��00'6 -44 4 5`25 98 56 0� 46.26� THE ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE E MOST WESTERLY LINE OUTLOT F, CHANHASSEN LAKES BUSINESS PARK, CARVER COUNTY, MN. AND IS ASSUMED TO BEAR S 02- 30' 00" E. N 0 60 120 SCALE IN FEET ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone:952-227-1100 Fax:952-227-1110 www.cl.chanhassen.mn.us Civil Plans CLIENT IUNITEO PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Preliminary Plat City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 911312013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER C301 GRADING NOTES 1. PROPOSED CONTOURS ARE TO FINISHED SURFACE ELEVATION. SPOT ELEVATIONS ALONG PROPOSED CURB DENOTE _ FLOWLINE GRADE 2. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. THE it WILL BE HELD SOLELY RESPONSIBLE FOR ANY ENGINEERING PI SANE f +•5u f I DAMAGES TO THE ADJACENT PROPERTIES OCCURRING - - �✓ y"£� 1 G " �y ( SURVEYING -r' ( /�, 1 { iV i DURING THE CONSTRUCTION PHASES OF THIS PROJECT. ��PIPELI , fl { ENVIRONMENTAL R ! 3. THE CONTRACTOR SHALL COMPLETE THE SITE GRADING , , i � I PLANNING 4 ( o It i CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS i e I s 1i i i OF THE OWNERS SOILS ENGINEER. ALL SOIL TESTING SHALL BE EVS, INC. p / 11 / i Ee I' j COMPLETED BY THE OWNERS SOILS ENGINEER. THE 10250 Valley View Road, Suite 123 �� .^ IPE E G TE It CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING Eden Prairie, Minnesota 55344 - §D SOIL TESTS AND INSPECTIONS WITH THE SOILS P 4- �-= ��j _-- _- 6. 0 8.2 vE - ENGINEER �� Phone: 952-646-0236 � ' *, � � }, I I ALL REQUIRE hFax: 952-646-0290 www.evs-eng.com ti 01 I 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING / 1 I AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS i5.40 I f 937• BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN , # _ �_� ��i , 5 / X ( I ( j J AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE y ✓ '�54/ / _.{/� -{� I �37. , I I 1 % I j ~ +„{ NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO City of Chanhassen, MN g I E APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION 7700 Market Blvd L rn ! GN STANDARDS. PO Box 147 - - /- �� -i'�. -• "-'/ i' g �i / / 1 �( I j j : f Chanhassen MN 55317 L / ! / P I / 1 n� \ -I f ��/ 85 / % -J ) \ I M 5. CONTRACTOR SHALL PERFORM A TEST ROLL PRIOR TO Phone: 952-227-1100 z III -""� -'� 1 r _ / / 9✓ �� r / / I I m AGGREGATE BASE CONSTRUCTION. THE CONTRACTOR SHALL Fax: 952-227-1110 �. ,, - n i ✓ _ g5= / 944 - / X 941.4 ! 01• I H' ✓ , PROVIDE A FULLY LOADED TANDOM TRUCK (25 TONS). THE www.ci.chanhassen.mn.us / / o j I "J I�� 5.40 / / f / r / EOF 40.0 I rn ( / m - SOILS ENGINEER SHALL DIRECT AND APPROVE THE TEST ROLL. �J� .60 1'F Iccoi� ' 6. TEMPORARY g48. !4 4ptP Ne / / / r / / /r t ' h SEED & MULCH TO BE PLACED WITHIN 72 HOURS . 5/+.. AFTER ROUGH GRADING COMPLETION. 1 . 1 /_ I -Lj 93 .i) / i- PIP LINE J / l� / 1 I �A ! l I `� ~ M 9 7.5 - '' A j %� - - t �- 942 N �4 8 i ,`� ' I I ' t' v 'u 7. ALL EXPOSED SOIL AREAS MUST BE STABILIZED AS SOON AS �'JJ ! 54(S y \ / POSSIBLE TO LIMIT SOIL EROSION, BUT IN NO CASE LATER T)V �'C- - - r J I t. I ( Civil Plans / / t t I / =f P ,I} t ; THAN SEVEN 7 DAYS AFTER THE CONSTRUCTION ACTIVITY IN ?SV i u J '�., A THAT PORTION OF THE SITE HAS TEMPORARILY OR / ✓�� 944 = �iJ / J j / _ _ r ; r a �� % / �\ J i ! yi I - ^ { PERMANENTLY CEASED. // I G � .20 � `�-- � � � % 1 % z' T � 1913. / j/ / J / 8. THE CONTRACTOR MUST CALL GOPHER STATE ONE CALL AT 93 .0 l �� 1 / - / / f./ O `,� / (� �/ /� / (� 5 0 Y ` BI 9� `�d i 651-454-0002 BEFORE DIGGING TO VERIFY LOCATION OF CLIENT 92 .0 \l ( ! f /J /� -( 940.68' ' ; g42 / / / J 1 ? EXISTING UTILITIES. IT IS THE RESPONSIBILITY OF THE i `t f 942 � J / OCK IS / / f / / / / 1 , �1 CONTRACTOR TO COORDINATE WORK WITH THE UTILITY ( { % 9a1)tf "- D `, COMPANIES AND RELOCATE ALL EXISTING UTILITIES WHICH j /I CONFLICT WITH PROPOSED IMPROVEMENTS. r+ j / J J ! r PROPERTIES j ( / I % / l k J / 9. MAX SLOPE FOR GRADING IS 3:1. ` j V / ! / / v T/NV 3Q.0 '30 / /� `1 / / J ` / / f l / / ��fif l �+ ;t i 10. CONTRACTOR TO HAUL OFF ALL EXCESS MATERIAL TO A 3500 AMERICAN BLVD, SUITE 200 0 `f f ( ✓ / / / % g4s 1Q j �, 4 LOCATION SELECTED BY OWNER. MINNEAPOLIS, MN 55431 ( Y f 1 J � 9 PROJECT ` 1 t 1 f N a .57 50 g46% / / / - /�/' ` r1 _-`�` fl f �'` Powers Place 50 / �/J�/ - �f, -� <^^, 8 5.50 i f t , LOCATION Chanhassen t 1 , MN l 1 00 �� / / T J t a- OU f f t SHEET 1 �j� fl' ►1 94 _ 93 93`1 g32 930 f , ° ,. so ! �s�9 � � - � /� ,^.., { I f ;, W: Grading Plan 45:5q `\ \ � , - / 0 • .: � / � � y p f t 3 � �..f � o� � 00. �12 0 90 t.01H EXISTI \ \\ 1 N \ 5.50 j x N N �B 1i 0� ` ' 1 \ \ \ -- '�_I f r/ (rn % r��f 9, 1 0 _._. g 1 nGi.^ V / 5 30 g y` �/�/ � E w. ' City Submittal �� 1 \ ..: ``� : 1 ssa--•.•r- ` � sow o : Q ct t ROAD9SIGN 9 8 CO .. � / . � - 942 - r #DATE REVISION 940 gNv � �- 5� 9C� 9� 1 l �� / ( / 1��` _."�tr A 9/13/13 CITY SUBMITTAL G/AR; N �/1//0 8.30936 1� 1 �v / 1 ( 30" 3' RCP CLS SA R SE MET COUNCIL INTE P A \ �� \ ti -- �' _ i } f / r f �_ . _ �. �--` \ \ \� � � \ � ....�. -... r --�' "" "`• � yam* � / i ) � ` 'p Q I � / _ .- �` E� qjR I HEREBY \ \ \ \ ��\\ . \-� - -r -`• ----r~ `��/ f J / / /� ( f I (1 j/j(/1�� - f� / J' CERTIFY THAT THIS PLAN, SPECIFICATION, OR OR UNDER MY DIRECT B / j ) REPORT WAS PREPARED BY ME `. \ �� \ r ✓ -- . r / / j / 1 / l� / t / ! j l SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL \ \ '' • _ err' / �) (� / / �, THE STATE OF MINNESOTA. OF �� \ \\\ \ ��~\� \ -�✓� `� (�'' f , /� �� f�%j`�/�� ` f r David Nash DATE 9/13/2013 If REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY \ �• \� _� -- // / J /�f// l DATE PRO JECT# ' m 9.13.2013 2013 057.1 T, Il f, X'/ // �1 ,� I BEIOW. SHEET NUMBER / Know what s / Call before you dig. -� : .. y __i 0 50 100 SCALE IN FEET C401 �1;9gz,s�2'°pt gtiti'e NOTE TO CONTRACTOR THE EROSION CONTROL PLAN SHEETS ALONG WITH THE REST OF THE SWPPP MUST BE KEPT ONSITE UNTIL THE NOTICE OF 1 l ��- �/, _ ` `' q TERMINATION IS FILED WITH THE MPCA. THE CONTRACTOR MUST uc UPDATE THE SWPPP, INCLUDING THE EROSION CONTROL PLAN ^{ " t� ! uc G, SHEETS AS NECESSARY TO INCLUDE ADDITIONAL REQUIREMENTS, j� u SUCH AS ADDITIONAL OR MODIFIED BMPS DESIGNED TO CORRECT (� C2 �< f7 P� r - �~ l �� r/� rs �� 00 PROBLEMS IDENTIFIED. AFTER FILING THE NOTICE OF TERMINATION, ENGINEERING �/ Q� ' A�� ' V �� 1 1 150 THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS, AND SURVEYING vJ ( (] o ALL REVISIONS TO IT MUST C SUBMITTED TO THE OWNER, ON BE ENVIRONMENTAL �X' P 01 J ( KEPT ON FILE IN ACCORDANCE WITH THE RECORD RETENTION PLANNING REQUIREMENTS DESCRIBED IN THE SWPPP NARRATIVE. Iwo91EVS, INC. 10250 Valley View Road, Suite 123 A_.• Eden Prairie, Minnesota 55344 Phone: 952-646-0236 s' ' - "`�� % _ - �^.-%i ✓ / / �s o Fax: 952-646-0290 www.evs-ong.com 4� — ' ~ ++ �, SEQUENCE OF CONSTRUCTION City of Chanhassen, MN / T / 7700 Market Blvd PHASE I: PO Box 147 T Chanhassen, MN 55317 I q 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. -.-,•` 6 / ��'� l� / /i /' / / S / �� z �! e Phone: 952-227-1100 5, r / J /� ( / / I (� 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. Fax: 952-227-1110 www.ci.chanhassen.mn.us 3. CONSTRUCT SILT FENCES ON THE SITE. / ✓ f / /J= / / f tiJ f �� /J� ✓✓ r 2 {� I' I I J ((��/ �'� q� 1 4. HALT ALL ACTIVITIES AND CONTACT THE CIVIL ENGINEERING 0 / / i /,f j ) I I l l ! CONSULTANT TO PERFORM INSPECTION OF BMPs. GENERAL `� .4 � � � �r J , �. I , � i' � CONTRACTOR SHALL SCHEDULE AND CONDUCT STORM WATER T/W 3 . 2 / j / /�� / ' f t /\ I ;I j �( `� / I PRE -CONSTRUCTION MEETING WITH ENGINEER AND ALL BM, O - I ) / / e GROUND DISTURBING CONTRACTORS BEFORE PROCEEDING Civil Plans V_ WITH CONSTRUCTION. 5. CLEAR AND GRUB THE SITE. / T 913. 6. BEGIN GRADING THE SITE. ' �'j / f-� >>� ...:, J 1 , __._... L._ �t l \ B 91.0 Q // / l 1 / i F Ovi 7. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. CLIENT Q / / 93 .0 � l �i r J g4,�•� ,1 % f � f�` t� o. 92 �� - � f GAY - t ,._ .. � l � � � � � ` i �-• � 1 _ s I ,� 1 PHASE II: ( j f / f e` ' 1. TEMPORARILY SEED DENUDED AREAS. 2. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. PROPERTIES # jj 96T T F/ 1 J / 1 ( / / /J . j t �p �� I \ a ` 3. INSTALL RIP RAP AROUND OUTLET STRUCTURES. JT� 3@.0 \ ` \ % f r / f / / / / r' � �'/ / 1 / 3500 AMERICAN BLVD, SUITE 200 ... 4. INSTALL INLET PROTECTION AROUND ALL STORM SEWER MINNEAPOLIS, MN 55431 f ` 1 f e y� ,o ,q // !0 � � / 1 (' � / � _^ /'• '' � ( �. / STRUCTURES. �' ljjjf ,�/ 5. PREPARE SITE FOR PAVING. PROJECT X ti) ( l / : _. / A / \gym//' 6. PAVE SITE. Powers Place 7. INSTALL INLET PROTECTION DEVICES. / 8. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND ), t, / r { "' `. /�// � �c c . PLANTING. PERMANENT SEEDING AND MULCH TO BE LOCATION ESTABLISHED WITHIN 72 HOURS OF ROUGH GRADING. ROUGH o GRADING IS COMPLETION OF SITE GRADING BEFORE UTILITY & Chanhassen, MN o ,� STREET WORK BEGINS. \ f /� f m . - _ � i / / w 1\ SHEET �y / 1 ' i \ \ 1 J =:-- / 0. , r, _ �i� / /i f��/ / ///� �I a aa8a / / 9. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL t ` l �� I \ / / CONTRACT. (ONLY IF SITE IS STABILIZE REQUIRED BY THE Erosion Control Plan A ,.� / ttf - / q� �� f / 1�1��J� ` / 1 �� 2 / DEVICES (ON ), F D I r 10. WASTE AND WASHERS ARE, REQUIRED TO HAUL ALL CONCRETE / CONCRETE SUPPLIERS ARE ' i ��-J�'\ _ _ I uC 33�� 1 �,,,t g7 ID -.- , Y.`Ia47.1 t / (,,vit I f % IRExi�1 A88 . 8 1�1 ��y � 1 ��y �/ �� LE, 8�3s6 �'` City submittal v 9 6`_ \\ C t , eqg. o EROSION CONTROL MATERIALS QUANTITIES -PHASE 1 ` A / . -- ! f r� l / ! I 11 I 1 # DATE RE S VI ION A 9/13/13 CITY SUBMITTAL 30„ �9?,3. �� -- Q �- f / % \ 1 ( Ob �i LEGEND RCP CL5 SA R SIE MET COUNCIL,,,,E \ �� \ 1 1 ~ \ �_ / —946 ��9� 0q,g1 / HEAVY DUTY SILT FENCE r P �Q I � — \ 1 � �.. � � ` � � SUPER DUTY SILT FENCE \ ` ��tI C IMI S �"` �\ �J 1 / �( O} E R , / J� sa I gq3 Bgloi Y-S '1 \ \ 1 ` •.,,\ _ .,�.,,, . ,,/"— ,•,) �J l � � ) I TEMPORARY STONE CONSTRUCTION I HEREBY CERTIFY THAT THIS AV ENTRANCE PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME 1777771 INLET OR UNDER MY DIRECT ET PROTECTION DEVICE SUPERVISION AND THAT I AM A LICENSEDDULY ENGINEER UNDER THE LAWS F THE STATE OF MINNESOTA. ATE 9113/2013 d Nash D) � �\\ ��\\ `\,✓ - / /- / ram' J / j /�%,� f� f`/ Jt� � g9,�6 4q / ` REGISTRATION NUMBER 21836 X/� DRAWN BY CHECKED BY �� .�\ ~'�~�`a �`�-~'',''r.----•-----�--.._..-�-'' �// �/l�f ff / l ,/ � q� �•� �1 DMS/BMJ DJN eg / DATE PROJECT # 9.13.2013 2013-057.1 gq'L }9 0 lin of C% p �'� / yes / SHEET NUMBER `CtifiNH&SrsEN LkK SCALE IN FEET C402 ITEM UNIT QUANTITY HEAVY DUTY SILT FENCE LINEAR FEET 1170 SUPER DUTY SILT FENCE LINEAR FEET 2000 CONSTRUCTION ENTRANCE EACH 1 STEEL FENCE POST (T-POST), MINIMUM 5' LONG, V MAXIMUM SPACING. POST NOTCHES TO FACE AWAY FROM FABRIC. DIRECTION OF SURFACE FLOW MONOFILAMENT GEOTEXTILE FABRIC PER MNDOT TABLE 3886-1. 1 ATTACH FABRIC TO POST WITH MINIMUM 3 ZIP TIES (50 LB. TENSILE) PER POST IN TOP 8" OF FABRIC. LAAFABRIC IN THE TRENCH, BACKFILL WITH NATURAL SOIL, AND COMPACT WITH LIGHT EQUIPMENT PRIOR TO PLACEMENT OF THE POSTS. G' 24" MINIMUM POST EMBEDMENT 1 6" NOTES: 1. SPLICING WILL BE MADE AT OPPOSING SILT FENCE POSTS BY PLACING POSTS AND SILT FENCE NEXT TO EACH OTHER AND ROTATING 3600. 2. HEAVY DUTY SILT FENCE IS MACHINE SLICED TYPE SILT FENCE THAT IS HAND INSTALLED IN AREAS INACCESSIBLE TO EQUIPMENT DUE TO SPACE LIMITATIONS, WET SOILS, STEEP SLOPES, ETC. 1 1 C403 SILT FENCE HEAVY DUTY HEAVY BIOROLL WATTLE/ROCK WEIR TO BE fEMOVED WHEN STABILIZED. STEEL FENCE POST (T-POST), MINIMUM T LONG, F MAXIMUM SPACING. OVERLAP GEOTEXTILE FABRIC 6" AND FASTEN AT 2' INTERVALS. ATTACH FABRIC TO POST WITH MINIMUM 3 ZIP TIES (50 LB. TENSILE) PER POST IN TOP 8" OF FABRIC. DIRECTION OF SURFACE FLOW WIRE MESH REINFORCEMENT, STD. FIELD FENCE, MIN 30" HIGH, MAX MESH SPACING 6" AND MIN 14 i GAUGE WIRE. GEOTEXTILE FABRIC PER MNDOT TABLE 38rF1 (MACHINE SLICED) - OVERLAP TOP 6" FABRIC AND FASTEN TO WIRE MESH AT 2' INTERVALS WITH RINGS OR WIRE TIES. ATTACH WIRE MESH TO POSTS WITH MINIMUM 3 U- HAPED WIRE FASTENERS PER POST. FABRIC ANCHORAGE TRENCH, BACKFILL TRENCH WITH TAMPED NATURAL SOIL. 1 NOTE: ATTACH FABRIC TO WIRE MESH AND SUPPORT POSTS WITH RINGS OR WIRE TIES. 2 NOT TO SCALE C403 PERIMETER CONTROL WATTLE BIOROLL WEIR ROCj & FABRIC WEIR TRASH GUARD BOTTOM BOTTOM \ OF FES OF FES 6" OR 12" BIOROLL 6"-12" OF 1Y2" TO 2" — SECURED INSIDE FES WASHED ROCK WRAPPED INSIDE A MONOFILAMENT TYPE GEOTEXTILE FABRIC INSIDE FES afIOF FLARED END SEDIMENT TRAP ROCK WEIR/WATTLE ROLL REVISED: 2-13 PLATE NO.: FILE NAME: G:\ENG\SPECS 5302A ENGINEERING DEPARTMENT 5302F 5 1 FES SEDIMENT TRAP ROCK WEIR/WATTLE ROLL SILT FENCE SUPER DUTY SUPER DUTY SILT FEND I. ROCK WEEPER MNDOT TYPE 9 MULCH (1)/2" WASHED ROCK) DIRECTION OF SURFACE FLOW IIIh TYPE IV GEOTEXTILE FABRIC ANCHORED IN 6" X 6" TRENCH WITH 6", 11 GAUGE METAL STAPLES AT 4' INTERVALS II. BIO WEEPER 1 DIRECTION OF SURFACE FLOW TYPE IV GEOTEXTILE FABRIC ANCHORED IN 6" X 6" TRENCH WITH 6", 11 GAUGE METAL STAPLES AT 4' INTERVALS NOTE: SPACING=(HEIGHT IN FEET X 100) SLOPE GRADIENT 1 24" MINIMUM POST EMBEDMENT 6H12" I I >1.5 1 \ VARIES DEPENDING ON FLOW CONDITIONS ill NOT TO SCALE / LSTAPLE DOWNSTREAM SIDE OF FABRIC AT 2' INTERVALS MNDOT TYPE 9 MUCH (1 Y2" WASHED ROCK) STAPLE DOWNSTREAM 6-12" SIDE OF FABRIC AT 2' u IINTERVALS A.5 Epp m'\ VARIES DEPENDING / ON FLOW CONDITIONS MNDOT TYPE 9 MULCH (1 Yz WASHED ROCK) 6" TO 8" DIAM. WATTLE WITH 36" LONG POSTS DRIVEN 24" INTO GROUND AT 30 DEGREE ANGLE ALONGSIDE THE WATTLE 4' O.C. ALONG ENTIRE WATTLE LENGTH CITIOF WEEPER DITCH CHECK/ DITCH CHECK WITH WATTLE REVISED: 2-10 ENGINEERING DEPARTM NT PLATE No.: FILE NAME:G:\ENG\SPECS\5302H 5302H 6 NOT TO SCALE C403 WEEPER DITCH CHECK/ DITCH CHECK WITH WATTLE / O p,0 ?\3 1"-2" CLEAN CRUSHED ROCK 150 SO' S j40 , c 6"MIN.DEPTH FOR ROCK F0,� y,FQp 10"MIN.DEPTH FOR WOO CHIPS 00� �00 cy�AS i 18" MINIMUM CUT OFF BERM TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC 1 0O�N 20 NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK. I COOF ROCK CONSTRUCTION RI�Roo,fleE N TR AN C E REVISED: 1-10 ENGINEERING DEPARTMENT PIATE ND.: 5301 FILE NAME:G:\ENG\SPECS\5301 3 C403 ROCK CONSTRUCTION ENTRANCE 1.5" AC WEAR COURSE (MVWE35035B) - MNDOT 2360 PLACE TACK COAT (MNDOT 2357) BETWEEN LIFTS 2.0" AC BASE COURSE (MVNW35030B) - MNDOT 2360 8" CLASS 5 AGGREGATE BASE - MNDOT 3138 100% CRUSHED LIMESTONE 12" SELECT GRANULAR BORROW AND COMPACTED SUBBASE NOTE: 1. CROSS-SECTION TO BE VERIFIED BY SOILS ENGINEER. 1 LIGHT DUTY BITUMINOUS PAVING C403 NOT TO SCALE 1.5" AC WEAR COURSE (MVWE35035B) - MNDOT 2360 PLACE TACK COAT (MNDOT 2357) BETWEEN LIFTS 2.5" AC BASE COURSE (MVNW35030B) - MNDOT 2360 12" CLASS 5 AGGREGATE BASE - MNDOT 3138 100% CRUSHED LIMESTONE 12" SELECT GRANULAR BORROW AND COMPACTED SUBBASE NOTE: 1. CROSS-SECTION TO BE VERIFIED BY SOILS ENGINEER. (�7 HEAVY DUTY BITUMINOUS PAVING SEDIMENT TRAP MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS., CORCORAN, MN. OR EQUAL SPECIFICATIONS AND STANDARDS DESIGN L14DS AISC MANUAL OF STEEL CONSTRUCTION, 9TH EDITION. ALLOWABLE AXLE WEIGHT LOAD NSA AWS STRUCTURAL WELDING CODE - STEEL. D1.1-94. SAFETY FACTOR NSA 29 CFR 1926 - OSHA SAFETY AND HEALTH STANDARDS WATER FLOW RATE (THROUGH TYPE FF FILTER) 0,707 CFS 0 3" HEAD MAXIMUM OVERFLOW RATE 5.94 CFS ® 15" HEAD MODEL C_ DEFLECTOR PLATE OVERFLOW 1 - CENTER OF FILTER ASSEMBLY OVERFLOW 2 - TOP OF CURB BOX 10" FILTER ASSEMBLY I CURB CC-23 HIGH —FLOW HIGH —FLOW FABRIC NOTES: 1. CLEAN FILTER MEDIA AFTER EACH RAIN EVENT AND REPLACE IF FILTER IS CLOGGED WITH SEDIMENT. 2. REMOVE DEBRIS/SEDIMENT FROM RECEPTACLE AFTER EACH RAIN EVENT. M10F CATCH BASIN CHEM SEDIMENT TRAP REVISED: 1-10 ENGINEERING DEPARTMENT PLATE NO.: 5302A FILE NAME:G:\ENG\SPECS 5302A 4 C403 CATCH BASIN SEDIMENT TRAP 1 L 4" NON -REINFORCED CONCRETE PAVING - SPEC. 2301 4" CLASS 5 AGGREGATE BASE - MNDOT 3138 100% CRUSHED LIMESTONE COMPACTED SUBBASE NOTE: 1. SIDEWALK CONTROL JOINTS SHALL BE LOCATED 5 FT ON CENTER. SIDEWALK EXPANSION JOINTS SHALL BE LOCATED AT A MAXIMUM OF 100 FEET ON CENTER, AND WHERE SIDEWALK ABUTS CURB, STRUCTURES, AND OTHER FIXED OBJECTS. SEAL ALL EXPANSION JOINTS. BROOM FINISH SHALL BE PERPENDICULAR TO THE LINE OF TRAFFIC. 2. CROSS-SECTION TO BE VERIFIED BY SOILS ENGINEER. ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax: 952.646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227-1100 Fax:952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT *I UN ITEU PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Grading and Erosion Control Details City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL 8 CONCRETE SIDEWALK C403 NOT TO SCALE I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. 9 C403 #5 BARS @ 12" O.C. BOTH WAYS a a a 3" CLEARANCE �8" REINFORCED CONCRETE PAVING -SPEC. 2301 12" CLASS 5 AGGREGATE BASE - MNDOT 3138 100% CRUSHED LIMESTONE 12" SELECT GRANULAR BORROW AND COMPACTED SUBBASE NOTE: 1. CROSS-SECTION TO BE VERIFIED BY SOILS ENGINEER. CONCRETE PAVEMENT David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER C403 C403 i NOT TO SCALE C403 % NOT TO SCALE | ~ �~-~~ � ' | ~'- - �� ~''-- T` PIPELINE MARKER u'mEnw 8" - � ' MARKER B/W 930.0 � ELINE -ARKER - CB #506 BIMW 930.0 76'-15"HDP .50% 4A T7VVQ211] l- B/VVQ21.O&yl| �. � '~- o -~ � ^ ux~~~ T7VVS2U� BMQ18.O 13M 92 \ \ ` .� T/VVB23l 9231 MET COUNCIL INTERCEPTOR CONNECT TDEXISTING MANHOLE WITH PVC INSIDE DROP R|yW=9O1.28(PER 1987AS-BU|LT) EX. INVERTS =8O4.01/3D"RCP) DRC)P|NV(N)=3O7.AU CONTRACTOR TOVERIFY INVERTS AND LOCATION C8WYH#5O3 RIM=940.60 |NV .32 |NV��5.32 CBN|H#5U4 1'-8- PVC @1.00% SANITARY SERVICE |Ny(W)=926.00 (VERIFY ELEVATION ONPLUMBING PLAN) "PVC �"PVC HYD& E 80 BENDS -� CB#2U3 APPROXIMATE CLEARING LIMITS FOR SANITARY SEWER 4'WAY OFAINTILE vf-e .��- ��0 FIRE DEPARTMENT CONNECTION 8. |NV .03 |NV/ @1.5D% 8»BEND 17-8" PVC O"BEND HYD&QV- STUB #2UO CB#21O RIM=93.Q1 3outh fine of 0uUot "HANHASSEN LAKES BUS|N 80 BD EC N DU :GV ,\ -40'-8 PVC 8°BEND- -MECMAN|CAL 34'-8"P\ ROOM 8"BEND 8"BEND HYD &GV- |NV .6i STUB #300 05� cf, °�-wINV )=92 'V3'Si ��L|"s`�/ 3V-Af!?Ef4DPE@ � 15 VN3'SUMP 31'-12-HDPE @ CB#5O7 FES#8D R]M=93710 |NV(N)=B2" gi k)(; UTILITY NOTES 1THE CONTRACTOR |SSPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OFEXISTING UTILITIES AS SHOWN ONTHESE PLANS |SBASED DNRECORDS OFTHE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN |NTHE FIELD. THE INFORMATION |S � NOT TOBERELIED ONAGBEING EXACT ORCOMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY ATLEAST 48HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OFUTILITIES. |TSHALL 8E THE RESPONSIBILITY OFTHE CONTRACTOR TORELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ONTHE PLANS. THE LOCATIONS OFSMALL UTILITIES SHALL BEOBTAINED BYTHE CONTRACTOR, 8YCALLING GOPHER STATE ONE CALL AT (651)454'0002. � 2. SAFETY NOTICE TOCONTRACTORS: |NACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR SILL BESOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ONTHE JOB SITE, INCLUDING SAFETY 0FALL PERSONS AND PROPERTY DURING PERFORMANCE OFTHE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BELIMITED T0 NORMAL WORKING HOURS. THE DUTY OFTHE ENGINEER 0R THE DEVELOPER TOCONDUCT CONSTRUCTION REVIEW OF �1 � �t THE CONTRACTOR'S PERFORMANCE |SNOT INTENDED TO SIGN W1 INCLUDE REV|EVV0FTHE ADEQU/��YOFTHE CONTRACTOR'S `�~_~'` SAFETY MEASURES IN, ONORNEAR THE CONSTRUCTION SITE. 1p l ALL AREAS OUTSIDE THE PROPERTY BOUNDARIES THAT ARE DISTURBED BYUTILITY CONSTRUCTION SHALL BERESTORED �13| |NKIND. SODDED AREAS SHALL BERESTORED WITH 8 | INCHES OFTOPSOIL PLACED BENEATH THE SOD. ~ ^GATE 4� SEE PLU��B|NGPLANS FOR EXACT LOC/g'0NDFUTILITY ~- ENTRANCES INTO BUILDING. r-A LAMP POST 5. THE CONTRACTORSHALL BERESPONSIBLE FOR PROVIDING � AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTS TOCONTROL THE MOVEMENT OF ' / TRAFFIC WHERE NECESSARY. TRAFFIC CONTROL DEVICES =943.00 / SHALL CONFORM TOAPPROPRIATE M|NNESOTA INV (N)=928.95 / | DEPARTMENT OFTRANSPORTATION STANDARDS. INV (S)=926.45 ~ 0. CONTRACTOR SHALL INSTALL 4"DRA|NT|LE(2O'LENGTH |N2 OR4DIRECTIONS) ATALL LOW POINTS. � 7. ALL DOWNSTREAM FLARED END SECTIONS TOBE CONSTRUCTED WITH SEDIMENT TRAP PER 58�4O3 DETAIL. / ' Qq '' STREET / -� / �� MATERIAL NOTES SIGN ~~ � �� / ALL MATERIALS SHALL BEASSPECIFIED |NCEAM ~~-po,w=9/90/ '' / SPECIFICATIONS EXCEPT AGMODIFIED HER|N. /mx\o/=9u2n2 / ' 1. ALL MATERIALS SHALL COMPLY WITH THE REQUIREMENTS ' OFTHEQTY . 24�15" DPE@ 0.50% .� / 2. ALL SANITARY SEWER TOBEPVC SOR-35FROM 0�18'DEEP FES#4OO ' � WITH SOLID COPPER TRACER WIRE, ORGDR-26FROM >18' |NV(N)=SO2.5O �� ' / DEEP, UNLESS NOTED OTHERWISE. `' -T~^H^~~ ` FES#1OD RM,,, ~ `p ` |NVU�E)=8Q5.3O |NV/N `' `� ' �� ` 10CYFUPR/\P COVER. 4. ALL STORM SEWER PIPE TOBEHDPE.UNLESS NOTED OTHERWISE. TE LEGEND -------|-------E%|ST|NGVVATERMA|N -------�,------- EXISTING SANITARY SEWER BOX ROAD INV (SW)=898.81 IGN PROPOSED GATE VALVE TSUMP PROPOSED HYDRANT PROPOGEDVVfJERMA|N PROPOSED SANITARY MANHOLE m^o=902.58 PROPOSED SANITARY SEWER |NV(NE)=8Q8.48 / |NV(NVV>�89S33 ` ' � PROPOSED STORM SEWER MANHOLE |NV(SVV)=8g5.4G �83'8UK�P �/ N� / PROPOSED STORM SEWER CATCH BASIN / �------`��~---- PROPOSED STORM SEWER / � STORMWATER VAULT NOTES / ' 1. BOTH VAULTS ARE 8.[y|NHEIGHT WITH ANASSUMED S4% VOID RATIO (0'&FOR INTERNAL STRUCTURE OF%AULT). ' - VA#1 1. 49`x140' 2. BOTTOM INVERT =929.00;TOP INVERT =037.O0 /3. OUTLET CONTROL |SWITHIN STMH#103.DETAIL 7ONSHEET ` C504. 4. BOTTOM 3.0'QFVAULT |SFOR DEAD STORAGE AND IRRIGATION SUPPLY. VAULT 1. 49.x168' 2. BOTTOM INVERT =820.00;TOP INVERT =834.00 / 3. OUTLET CONTROL |SWITHIN GTMH#403.DETAIL 8ONSHEET / C604. / 4. BOTTOM 3.[yOFVAULT |GFOR DEAD STORAGE AND ^/ IRRIGATION SUPPLY. ' ' / / 0 50 100 SCALE IN FEET ��o�U��o� m~om�~o.°~~~~oxnn�~* ��U�� .~~w"nnm~nn.°�� U��o��U��8 °~.°�""n�°onx�om~nm"�nm~ �U��U�� u �.��.�"�on�� EVS/UNC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 553" Phone:952.646~0236 Fmo:952^646`0290 wmmm.evm~mmg.comm City of Chanhassen, MN 7700Market Blvd PO Bom147 Chanhassen, MN55317 Phone: 952^227^1100 Fan: 952^227^1110 m°»nm.cl.chsnhassem.xmm.um "��Uo ��" "U ��U�nans LOCATION ��k� ��U� ~-^^~~^^^^~~~°~°~~^^o"~""° SHEET Utility Plan �� .~.. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, O0i REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT %AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF&&INNI8OTA, David Nash DATE 9/ 1 REGISTRATION NUMBER 21836 DRAV4rN BY CHECKED BY �U��]�U ~°.°.~�x��o�nwv �U� ��w,nm DATE PROJECT # �� ^^~'"�^"""~~ ��-�� ""~"�""�""« NUMBERSHEET NOTES: 1. Shape of back of buttress may vary as long as poured against firm undisturbed earth. 2. Dimension C1,C2,C3 should be large enough to make angle 0 equal to or larger than #5'. 3. Dimension A1,A2,A3 should be as large as possible without interfering with MJ bolts. 4. 9 = 45' Minimum. 5. Place polyethylene between concrete I& pipe. 6. All bends & fittings shall be restrained with Megalugs thrust restraints or equal B - See no PLAN 90' BENDS CONCRETE SHAI IN CONTACT WI" THIS QUADRANT OF PIPE I BUTTRESS DIMENSIONS PIPE 22 1/2* BEND 45' BEND 90' BEND/TEE SIZE gt D1 B2 D2 B3 D3 6" V-5" V-5" 1'-5" V-5" 2'-1" V-6" 8" V-5" V-5" 2'-1" V-6" 2'-B" 2'-0" 12" V-10" V-10" 3'-4" 2'-0" 4'-9" 2'-6" 16" S-0" 2'-0" S-10" 3'-0" 1 6'-2" 3'-6" 20" 3'-6" 2'-8" 5'-6' 3'-4" 1 8'-4" 4'-0" 24" 4'-4" S-0" C-10" 1 S-10 9'-8" 5'-0" 30" - - 9'-3" 6'-0" 17'-0 6'-0" PLAN 45' BENDS A -See-' F. SECTION A -A PLAN 22 1/2' BENDS OF Ci CONCRETE THRUST Comm BLOCKING REVISED:2-08 PLATE NO.: ENGINEERING DEPARTMENT 1002 FILE NAME: G:\ERG\SPECS\1002 1 HYDRANTS SHALL BE MUELLER SUPER CENTURION 250 OR WATEROUS PACER WB-67 ALL HYDRANTS MUST BE APPROVED BY CITY MARKER TO BE 5 FOOT IN LENGTH .SPRING MOUNTED FOR SIDE MOUNT APPLICATION, RED & WHITE IN INSTALL MAGNETIZED COLOR REFLECTIVE FIBERGLASS CONSTRUCTIO� TRACER BOX (SNAKE PIT) AS NEEDED PER DETAILS EXISTING OR FUTURE 5550,5501,5502 CURB OR GUTTER LINE HYDRANT VALVE BOX STREET 24" MIN. ' 2.0% 1 , /2 --- 3' I 2 HYDRANT SHOE AND BARREL SHALL BE ¢ AS REQUIRED I I PLASTIC WRAPPED 10_ PER SECTION 2.03a. TYPICAL i� 1 CUBIC YARD OF J GATE VALVE TEE 1 1/2" CLEAR ROCK WITH ADAPTER AND 2 LAYERS OF POLYETHYLENE (4 MIL.) 8"X18"X5" ODNCRETE 1 BLOCK NOTES: 1. ALL HYDRANTS SHALL HAVE WEEP HOLES. 2. MINIMUM 7.5' COVER OVER MAIN. 3. ALL PAINTED SURFACES SHALL BE SUBJECT TO TWO YEAR WARRENTY PERIOD AS NOTED IN SECTION 2.09 OF THE WATERMAIN SPECIFICATIONS. 4. HYDRANT INSTALLATION SHALL INCLUDE A HYDRANT MARKER. 5. ALL JOINTS SHALL BE RESTRAINED VIA MEGA -LUGS MECHANICAL JOINT RESTRAINT. 6. ALL HYDRANT TO BE PLUMB TO VERTICAL AXIS, MAXIMUM ALLOWABLE TO BE 1/2" PER FOOT OF HYDRANT. 7. HYDRANT TO BE SECURELY COVERED WITH PLASTIC WRAP OR BAG TO INDICATE THAT IT IS OUT OF SERVICE. Cfff TYPICAL HYDRANT �IlBll�e�l�l�it1 INSTALLATION REVISED:3-13 PLATE NO.: ENGINEERING DEPARTMENT 1004 FlLE NAME.G: ENG SPECS 1004 1 1 CONCRETE THRUST BLOCKING 2 C601 NOT TO SCALE C601 1 Add Mastic Between Frame Manhole Castint and Adjusting And Rings Ring (See Plate 2110) Provide I&I Barrier on all sanitary sewer manhole(see plate 2109) Manhole steps hall be Neenah R-198�, 16" on center. ISteps Shall be on Downstream Side Unless Pipe Diameter is 18" or Larger All joints im mg nhole to have "O"ring rubber gaskets. Infi-shield external seals or as directed 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. o 5„ re�uired. > i J r iKor-n-seal Precast Inverts Must be 1/2 of Pipe Diameter and Benches SECTION VIEW Sloped 2" Toward the Invert 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'. 1 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. amr STANDARD cam= MANHOLE REVISED:2-13 PLATE NO.: ENGINEERING DEPARTMENT I 2101 FILE NAME: G: \ENG\SPECS\21 01 1 STANDARD MANHOLE HYDRANT INSTALLATION Pipe Opening Allows up to 12" diameter pipe 4:: 21.26" I 1 012.00" Top Section Tongue Allows up to 12" variablity T ! 0 U P Transition Section Sweep Section . oi.wun a P�i e+nwpraw+.l".ie. www.royalenterprises.net TUDAY by build J Top Access Mu Fas Lu1 IntraFlow - Inside Drop System Standard Details P.O. Box 430 • 30622 Forest Blvd • Stacv. MN 55079 • Ph: 651.462.E 130 NOT TO SCALE 1„ 'Plate # IntraFl-1 Rev. Date: L1-15-05 SEG DROP LID 7.5' Minimum cover required WATER Tyler No. 6860 over top of water main. Mueller No. H-10361 Bibby -Ste -Croix No. B-5160 Provide Valve Stem Risers To Within 6" Of The Surface If The Distance From The Top Nut Of The Valve To The Surface Is Greater Than 8'. Grade zz TOP Adjust top to 3/4" below Tyler No. 6860 26" grade. Box to be set to Mueller No. H-10361 26" provide 12" of adjustment. Bibby -Ste -Croix No. VB502 27" Tyler No. 6860 1 EXTENSION Mueller No. H-10357 No. 58 14" Bibby -Ste -Croix B-5001 Tyler YI Gate valve box, screw type, No. 59 18 3 piece, 5 1�4" shaft, size No. 60 24" G box, 7'-6' extended, Mueller No. 58 14" #6 round base No. 59 20" Bibby -Ste -Croix V8520 No. 57 9" Gate Valve Adapter: 1/4" V8521 No. 58 14" Steel With Protective V8522 No. 59 20" Coating, 1/2" Rubber VB523 No. 60 26" Gasket Installed Betweln The Gate Valve And BOTTOM Gate Valve Adapter. Tyler No. 6860 65" Mueller No. H-10361 65" Mueller or American Bibby -Ste -Croix No. V8516 60', Flow Control 60" ResI ant Wedge Valve Conforming to AWWA Valve and Box to be 1 C-515-80 Standards plastic wrapped per With All Stainless BASE section 2.03a Steel Nuts & Bolts. 1 18"X18"X8" Concrete Block Qrfor TYPICAL GATE VALVE NIMM AND BOX INSTALLATION REMSED:2- 9 PLATE NO.: ENGINEERING DEPARTMENT 1006 3 C601 GATE VALVE/BOX INSTALLATION ONE EXTRA BAR IN BOTTOM A I II ��I II 4�II - 27"-14 11 � �_ ICI I -I TWO EXTRA BAR IN BOTTOM PLAN OF COVER z COVER DIA. K 27" ,. MANHOLE DIA. z SECTION A -A COVER REQUIRMENTS MANHOLE DIAMETER COVER DIAMETER WEIGHT OF SECTION T K BOTTOM BARS TOP BARS 48" 8" 1140 LBS. 6" 6" NO. 5@ 6" 54" 65" 2000 LBS. 8" 6" NO. 5@ 6" 60" 72" 2525 LBS. 8" 7" NO. 5@ 4" NO. 3@ 6" 66" 79" 3105 LBS. 8" 7" N0. 5@ 4 N0. 3@ 6" 72 86" 3740 LBS. 8 8 NO. 5@ 4 N0. 3@ 6 78" 93" 4403 LBS. 8" 8" NO. 5@ 4" NO. 3@ 4" 84" 100" 5710 LBS. 8" 9" NO. 5@ 4" NO. 3@ 4" 90" 106" 5840 LBS. 8" 9" NO. 5@ 4" NO. 3@ 4" 96" 113" 6680 LBS. 8 9' N0. 5@ 4 NO. 3@ 4' 102" 119" 7450 LBS. 8" 9" NO. 5@ 4" NO. 3@ 4" f OFF MANHOLE Comm TOP SLAB REVISED:1-10 ENGINEERING DEPARTM NT PLAN NO.:2108 FILE NAME: G:\ENG\SPECS\2108 BLOCK (TYI Note: CONDUCTIVITY STRAPS TO BE PLACED AROUND MEGALUG BOLTS AND WELDED TO WATER MAIN. CROSSES �an_T1�1r-1It=Troll 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 11 AT CERTAIN HYDRANTS. 4. ALL FITTINGS, NUTS, AND BOLTS SHALL BE SPRAYED USING A BITUMINOUS COAL TAR COAT SUPPLIED BY THE MANUFACTURER. SLEEVES 5. BLOCKING AGAINST UNDISTURBED SOILS. 1 Uff OF TYPICAL ��yp�rc,� MEGALUG 1 �ll�un LOCATION REVISED. 3-09 - ^^-^^ --- PLATE NO.: 1 009 ENGINEERING DEPARTMENT 4 C601 1 1 MEGALUG LOCATION MANHOLEIFRAME AND COVER "1/1 BARRIER" INNER 1„1 MANHOLE RING SEAL-.t-HDPE OR PRECAST AS MANUFACTURED CONCRETE ADJUSTING RINGS BY "STRIKE PRODUCTS" OR APPROVED EQUAL PRECAST, BLOCK, OR BRICK MANHOLE CONE ° 27 MASTIC SEAL BETWEEN CORBEL o FRAME AND STRUCTURE a a d 48 INFI-SHIELD EXTERNAL SEALS AT BARREL AND CONE SECTION JOINTS ON SANITARY APPLICATIONS OR APPROVED EQUAL AS REQUIRED BY THE ENGINEER. I 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, I Cfff OF I & I CHMM BARRIER REVISED:1-10 ENGINEERING DEPARTM NT PLATE NO.:2109 FILE NAME: G:\ENG\SPECS\2109 ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax:952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227.1100 Fax:952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT Y UNITED PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Construction Details City Submittal I A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 1 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER 5 C601 6 NOT TO SCALE C601 SANITARY SEWER INSIDE DROP NOT TO SCALE 7 C601 MANHOLE TOP SLAB 8 INFLOW/INFILTRATION BARRIER C601 C601 I Use MNDOT 3149.2A Granular Borrow �l� VARIES I' II � I Use I OT 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 Pipe Dia. x 0.5 Min. I "Dia" Denotes outside diameter of pipe I 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 MNDOT 3149.2H course filter liggregote. 210F PIPE BEDDING IN POOR SOILS REVISED: 1-10 ENGINEERING DEPARTIJIENT PLATE NO.: 2201 FILE NAME: G:\ENG\SPECS\2201 0 VARIES 1 NOTE: PIPE SHALL BE CENTERED UNDER INSULATION UNL S OTHERWISE SPECIFIED. INSULATION SHALL OVERLAP AT SEAMS BY MIN. 1� COVER OVER PIPE — a WIDTH OF INSULATING BOARD — b 5' 5' 6' 3' C1TIOF INSULATION DETAIL REVISED: 1-10 SPECS 2205 PLATE NO.: ENGINEERING DEPART ENT 2205 FlLE NAME:G: ENG Natural Ground Compacted Normal Fill Material, Compacted to 95% of the Standard Proctor Density __IIIh I f _I ries '' —IIII ped to 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 on detail plate 2201. 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 3149.2H course filter aggregate. 3. The Bottom of the Trench Shall be Shaped to Fit the Pipe Barrel for at Least 50% of the Outside Diameter. OF PIPE BEDDING IN GOOD SOILS RCP & DIP REVISED: 1-10 ENGINEERING DEPARTMENT PLATE N0: 2202 FlLE NAME G: ENG SPECS 2202 2 C602 PIPE BEDDING IN GOOD SOILS RCP & DIP NOTE: T— V Grate Shown 2— VB Grate Shown shall be used at all low points. I Face of Curb iv Direction of Flow - f NOT TO SCALE I Catchbosin casting and grate Neenah R3067—V or equal Grate to be 2" below 3" radius curb box. gutter grade. 5' transition curb on each side of catchbosin. Ptcast concrete or HOPE adjusting rings. Top of Curb Varies Minimum of 2-2", 6 1/2" maximum of 5-2" Varies concrete adjusment 24" x 36" rings allowed with 1/4" Precast 5„ 3' minimum to 1/2" bed of mortar between each and a 3" Grout 6" thick concrete collar on the outside. I. 6"Min. base Doghouses shall be grouted on both the S C C TI O n inside and outside. L I I V NOTES: 1 1. Steps shall be provided in all catch basin/manholes and storm sewer manholes. 2. Casting to be totally encased in concrete curb section. 3. No block structures are allowed. 4. No wood shims are permitted in the adjusting' rings. 1d110F I STORM SEWER CATCH BASIN 2' X 3' RECTANGULAR REVISED:2-10 1PLATE NO.: ENGINEERING DEPARTMENT 3101 FlLF NAME:G: ENG SPECS 3101 lfc, Compacted .. r Backfill 12" + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + N+ + + + + + + + + + + + _ Embedment + + + + + SBe + + + — Material 6"+ + + + +-+ 6 + + + + + + + + + + + + + + Foundation — If Required (see Note 1) "Bc" Denotes outside diameter of pipe 1 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 3149.2E select granular borrow with 100% passing a 3/4" sieve, and less than 10% passing a NO. 200 sieve. I M10F PIPE BEDDING Comm FOR P.V.C. PIPE REVISED:2-10 PLATE NO.: FILE NAME: G: ENG SPECS 2203 ENGINEERING DEPARTMENT PLATE 3 C602 PIPE BEDDING FOR PVC PIPE 6" Conc. collar PLAN / l 1 E •E Varies Ir 4'-0" Typ 1� 0 5" Q o a 24"x36" slab opening for Neenah R3067—V or equal ote: 1— V CrLte shown 2- VB Grates shall be used at all low points. -Neenah R3067—V casting and grate or equal. Minimum of 2 maximum of 5-2" concrete adjustment rings with full beds of mortar. Precast concrete or HDPE adjusting rings. 6" precast reinforced concrete slab. Top of barrel section under top slab to have flat top edge sealed with 2 beads of Ramnek or equal. All joints in manhole to have "0' rind 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, 1 o.c., Aluminum steps approve. Minimum slab thickness, 6" for 14' depth. Increase thickness 1" forl each 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. aff OF TYPICAL 4' DIAMETER CHIMM CATCH BASIN MANHOLE REVISED:2-10 PLATE NO.: ENGINEERING DEPART NT 3102 FlLE NAME:G: ENG SPECS 3102 MINIMUM 6" OF — COMPACTED SAND 18" r SEP 'TRANSITION TO SPECIFIED --v ONE PIPE LENGTH DEPTH (TYPICAL). INSTALL VERTICAL BENDS WITH MEGA LUGS AS REQUIRED. 1 WATFRMAIN IJNr)FR ST17RM SFWFR SEWER 3" STYROFOAM INSULATION NOTE: INSULATION AND COMPACTED SAND SHALL EXTEND 12" PAST OUTSIDE OF PIPE. INSULATION SHALL OVER LAP AT JOINTS BY MIN. OF 12" CITIOF WATERMAIN/STORM SEWER CM CROSSING REVISED:2-10 ENGINEERING DEPARTMENT PLATE No.: 2204 FILE NAME: G:\ENG\SPECS\2204 4 C602 WATERMAIN/STORM SEWER CROSSING NEENAH R-4I42 GRATE oR APPROVED EQUAL CONC. ADJUSTING RINGS (2") MIN. 2 MAX. 4 6" THICK CONC. ;1!:I MIN. 1/4" MORTAR BETWEEN COLLAR (TYP.) CASTING, RINGS & STRUCTURE. MORTAR SHALL MEET MnDOT SPEC 2506.28. 31" NOTE: 27"DIA REINFORCING TO CONSIST OF a 5" #4 BARS AT 8" O.C. BOTH WAYS x , • WALLS TO BE PRECAST SECTION g OR CONC. SEWER BLOCK PRE -CAST OPENING AS REQUIRED -CONC. BASE SHALL BE 6 POURED IN PLACE OR 5" PRECAST SLAB I CATCHBASIN (27" DIA.) DESIGN SPECIAL 2 affOF TYPICAL 27" DIAMETER mum CATCH BASIN REMSED:2-10 ENGINEERING DEPARTM NT PLATE . 3103 FlLE NAME:G:\ENG\SPECS\3103 ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone:952-646-0236 Fax:952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone:952-227-1100 Fax:952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT UN I T E 9 PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Construction Details City Submittal I A 9/13/13 CITY SUBMITTAL I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 ' DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 SHEET NUMBER 5 C602 INSULATION DETAIL 6 NOT TO SCALE C6O2 STORM SEWER CATCH BASIN 2' X 3' NOT TO SCALE 7 C602 4' DIAMETER CBMH 8 27" CATCH BASIN C602 C602 24"x36" slab opening for Neenah 3067—V or equal DTE: 1-1 V Grate shown 2— VB Grates shall be used at all low points. '------' Neenah R3067—V casting and grate or equal. PLAN M'��l1imum of 2 maximum of 5 3" Radius concrete adjustment rings with full �� beds of mortar. 6" Conc. collar L Precast concrete or HDPE adjusting rings. 6" Varies ° 6" precast reinforced concrete slab. 12"-ts" Top of barrel section below top slab E to have flat top edge sealed with 2 beads of Ramnek or equal. E c � Varies AI joints in manhole to have "0' 4'-0" Typ. ring rubber gaskets. ;.o Precast concrete section ° ° 5 Manhole steps, Neenah R1981J or equal, 16" o.c., Aluminum steps approved. Doghouses shall be grouted on both th� outside and inside. o NOTE: go QQ No block structures are allowed. it o Minimum slab thickness, 6" for 14' ° depth. Increase thickness 1" for �J�" _ each 4' of depth greater than 14', and reinforce with 6"x6" 10/10 mesh. SECTION N drain holes M!OF CATCH BASIN MANHOLE aim WITH SUMP REVISED:1-10 ENGINEERING DEPARTMENT I PLATE NO.: 3104 NOTE: u- mountable Curb & Gutter to be tronsitioned into a B618 type at catchbosin. 0 `moo. �SY Catchbosin Frame & Grate �c Neenah R-3067—V or r1ob or` VB Grate. ANO Catc basin to be depressed 2" below design gutter line grade. A h Neenah R-3067-VB shall be used F lot all low points. o� s�o 0 r Surmountable Concrete Curb & Gutter 2—#4-60"Long Rebars Each way ISOMETRIC No Scale O_ c 0 Min. Transition 0 ouJ Top of °x Curb 2 Design gutter line grade SECTION A —A No Scale C 0 5' Min. Transition C 0 .N 1 C 0 a x 1 2—#4-60" LONG Frame &Casting Rebars Each way I Cfff OF CURB CONSTRUCTION AT CATCH BASIN REVISED:1-10 1 ENGINEERING DEPARTMENT PLATE No.: 31 C16 FILE NAME:G: ENG SPECS 3106 ■ = ° k'. RIPRAP REQUIREMENTS NTS PIPE DIA. RIPRAP REQUIRED 12" TO 24" 8 to 12 CY CL.3 27" TO 33" 14 to 20 CY CL.3 36" TO 48" I 23 to 38 CY CL.3 AND UP 62 CY and up CLA (One cubic yard is approximately 2,800 lbs.) NOTE GRANULAR FILTER REQUIRED UNDER RIP RAP AND 2 LAYERS OF 50OX MIRAFI FABRIC OR EQUAL 2 RIPRAP ---------- N Granular Filter (MNDOT 3601.28) SECTION A —A Geotextile Filter Type III NTS RIPRAP N Granular Filter (MNDOT 3601.2B) SECTION B—B Geotextile Filter Type III I NTS affOF RIP RAP DETAIL REMSED:2-10 ENGINEERING DEPARTMENT I PLATE NO_: 3107 FILE NAME: G:\ENG\SPECS\3107 See City Plate No. 3107 for riprap placement. ISOMETRIC NTS NOTES: 1. All Reinforced Concrete Aprons shall be furnished & installed without 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 adjTcent to the apron. 11111OF FLARED END SECTION REVISED:2-10 ENGINEERING DEPARTMENT PLATE NO.: 3108 FlLE NAME: G:\ENG\SPECS\3108 1 1 CATCH BASIN MANHOLE WITH SUMP 2 CURB CONSTRUCTION AT CATCH BASIN 3 RIP RAP DETAIL 4 C603 NOT TO SCALE C603 NOT TO SCALE C603 C603 d (IN.) H (IN.) 6 (DEG.) y (IN) Ys D MIN. I MAX. 12 34 130 230 12 LL v Z w of > 15 34 130 230 12 18 34 130 230 12 21 44 140 220 12 24 44 140 220 12 27 44 140 220 12 30 54 150 210 11 12 36 1 54 1 150 210 12 8" or 24,' 000 f 000 I FL( 000 000 H C/L 000 000 FRONT SIDE SAFL BAFFLE PANEL Y a" DIA. ANCHOR BOLT 2"EMBEDMENT 1"x 1" STEEL TUBE FRAME NUT W/LOCK WASHER m TOP VIEW OF SUMP CASTING 27" INSIDE DIA. I I I} I I OUTLET + INLET C/L Ys upstrearq•r Technologies SIDE VIEW OF SUMP This generic detail does not encompass the sizing, fit, and applicability of the SAFL Baffle for this specific project. It is the ultimate responsibility of the design engineer to assure that the design is in compliance with all applicable laws and regulations. The SAFL Baffle is patent pending technology of the University of ID Minnesota and Upstream Technologies, Inc. Neither the University of Minnesota nor Upstream Technologies approves plans, sizing, or system designs. WTOF SAFL BAFFLE STRUCTURE CHIM STANDARD SUMP MANHOLE W/BAFFLE REVISED: 5-12 PLATE NO.: ENGINEERING DEPARTMENT 3110 FlLE NAME: G: ENG SPECS 3110 I_6.'1 Distance to CL variable 1 /2 r 3"r Top Bituminous Material o ` slope , N 3/4" er ft \_ D o < 8" 18" 1 MnDOT B618 Concrete Curb and Gutter 1 6" 1 Distance to variable 3"r 1/2"r Top Bituminous Material �3 slope t 'OL_.' 3/4 per MnDOT B612 Concrete Curb and Gutter 8" 12" NOTE: Use Only with Private Driveways, Parking Lots, or Medians. 28"R 12"R 16" Top Bituminous Material 68"R N d CD , 1 „ /2 a' N 17 1/2" 1 10 1/2" 1 Surmountable Concrete Curb and Gutter 28" 4„ 4,. 1 1 /8"r Bituminous Surface Bituminous Curb N 6" Shoe Formed 1 Cfff OF TYPICAL CURB Comm AND GUTTER REVISED: 3-10 ENGINEERING DEPARTM NT PLATE NO.: 5203 FlLE NAME:7\ENG\SPECS\5203 3 _o 0 I 1 I Remove Crown Expansion Joint �� (25' WARP) Expansion Joint �— O o� �0 Tipout Gutter=: A c A Waterflow 1 36 3/4" Slope per foot 3" up from bottom-�:°,.a ° ; _°_.°_ll —7-0-77 0 6" Class 5 base incidental to apron #4 Rebar ® 6" O.C. SECTION A —A No Scale NOTES: 1. 1/2" Preformed joint filler material — AASHTO M213. 2. Contraction Joints 8' O.C. in Cross Gutt It. affOF STREET INTERSECTION CommCONCRETE VALLEY GUTTER REVISED: 2-10 ENGINEERING DEPARTMENT PUTE NO 5206 FILE NAME:G:\ENG\SPECS\5206 FLARED END SECTION 3/4" per foot 18" 5' MIN. 2.0% / MAX 4.5% Gf ADE 3" 8" Concrete pavement Use #4 (1/2") Rebar Slab Reinforcement 6" Class 5 base incidental to apron SECTION A -A No Scale 1 36' Max. Industrial/Commercial A Right —of —Way f B618 Curb & Gutter— b & Gutter �o ox lled over pQ�o Bituminous l ce Kwater <�O Z° 5 in C traction Joints A Mal. Spacing in Expansion Joint (typ) PLAN Valley Gutter is 8' No Scale NOTE: 1 1. Use #4 (1/2") rebar slab reinforcement in r.o.w placed @ 6" from each edge. rebar to be 2' on center, being 6" on center in the gutter. 2. Contraction joints shall be 1/3 the depth of the slab. 3. Bituminous paving section to the right—of—way is the some as the street paving section. 4. Maximum pavement slope allowed within 30' o the street is 4.5%. Aggregate used in the concrete mix shall be granite.. 5. If water shutoff is in the driveway pavement a cover as manufactured by Mcdonald 741vI1A series with a 8" opening frame & cover or equal shall be installed. �lll OF COMMERCIAL/INDUSTRIAL CHIMM CONCRETE DRIVEWAY APRON REVISED: 2-10 ENGINEERING DEPARTMENT PLATE NO.: 5207 MILE NAME:G:\ENG\SPECS\5207 ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone:952-646-0236 Fax:952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone:952-227.1100 Fax:952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT �} UNITED I PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Construction Details I City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL I I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME 1 OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 1 9.13.2013 2013-057.1 SHEET NUMBER 5 C603 SAFL BAFFLE STRUCTURE NOT TO SCALE 6 CURB AND GUTTER I 7 STREET INTERSECTION VALLEY GUTTER $ COMMERCIAL CONCRETE DRIVEWAY APRON C603 NOT TO SCALE C603 C603 C603 CURB VARIABLE HYDRANT 11 VALVE BOX 6" 6 0 VARIES 5-6' ' (SEE PLANS) 1/4" PER FT. SLOPE TO ROADW 4" PLANS 5 BASE 2' 3' 2.5' Min. CONCRETE SEE NOTES 1 & 3 NOTES: 1. TYPICAL 6" THICK CONCRETE SIDEWALK. 2. USE h" THICK FOR COMMERICAL DRIVEWAY CROSSING. 3. JOINT SPACING AT 5' INTERVALS. EXPANSION JOINT SPACING AT 100' INTERVALS AND WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE. OR CONCRETE SIDEWALK REVISED: 1-10 PLATE NO.: ENGINEERING DEPARTMENT 5214 FILE NAME: G:\ENP\SPECS\5214 0 L el I A'1 4' % 4' 4' X 4' MINIMUM MINIMUM LANDING LANDING O p BACK OF O CUR8O O VAR. ' VAR. 0000 0000 4 0000 000 00o 0000ao a GCCUUCGOO O 00000 000U 2. D. �aonol�0 6 """" 0000 2' 0" 0 0000 vAR. e." 3 I 3 VAR. VAR 4' 0" MIN. VAq, VAR. 4' 0" MIN. VAR. 1 FRONT FACE OF CURB A A PLAN VIEWS ' CURB OR CURB AND GUVAR. RAMP TTER 4' 0" MIN. REWI 1 /4° R. RED LANDING fi •' CONCRETE WAU( 0.08 Ff. /FT. OR FLATTER Q6 SECTION A -A 0.10 FT./FT. MAX 0.10 FT./FT. MAX d a t VAR. VAR. 4' 0" MIN. - ELEVATION NOTES: TO COMPLY WITH THE AMERICANS WITH DISABIUTIES ACT (ADA), ALL STATE AGENCIES ARE REWIRED TO UTILIZE THIS STANDARD PLATE. MODIFICATIONS ARE ALLOWED PROVIDED THEY MEET PUBUC RIGHTS -OF -WAY ACCESSIBILITY WIOELINES (PROWAG). LOCAL AGENCIES ARE REQUIRE R TO ADOPT SIMILAR DESIGNS. SHARED}USE PATHS SHALL HAVE DETECTABLE WARNINGS ACROSS THE ENTIRE WIDTH OF PATH MEN THE PATH CROSSES A ROAD. DETECTABLE WARNINGS ARE NOT TO BE USED W SIDEWALKS OR PATHS WHEN CRC ING ALLEYS OR RESIDENTIAL DRIVEWAYS DETECTABLE WARNINGS SHOULD BE USED WERE PEDESTRIAN ACCESS ROUTES CRO COMMERCIAL DRIVEWAYS THAT ARE PROVIDED WITH TRAFFIC CONTROL DEVICES OR OTHERWISE PERMITTED TO OPERATE LIKE A PUBLIC ROADWAY. SLOPES ARE DEFINED AS ABSOLUTE ELEVATION DIFFERENCE PER LENGTH OF RUN. (AS OPPOSED TO A RELATIVE SLOPE WITH RESPECT TO A CURB UNE OR CURB HEIGHT.) NO SIGNAL POLES SIGN POSTS, CABINETS, OR OTHER OBSTRUCTIONS ARE ALLOWED IN THE RAMP OR PATH OF TRAVEL, O1 1/2-INCH EXPANSION JOINT. 1/2-INCH PREFORMED JOINT FILLER MATERIAL, AASHTO M 213. O2 PROVIDE A 4' X 4' MINIMUM LANDING. SEE PLANS FOR PROPOSED RUNNING SLOPE AND CROSS SLOPE, NEITHER OF WHICH MAY EXCEED 0.02 FT./FT. AS CONSTRUCTED. 3O PLACE THE DETECTABLE WARNINGS AT THE BACK OF CURB. WHEN THE DETECTABLE WARNING SYSTEM IS A PREFORMED RECTANGLE PLACED AT THE BACK OF A RADIAL CURB LINE, HAND FORM THE CURB TO FILL THE GAP. DETECTABLE WARNING AREA SHALL BE 2' 0° MIN. IN THE DIRECTION PERPENDICULAR TO THE GRADE BREAK AND SHALL EXTEND THE FULL WIDTH OF THE CURB RAMP. ® WHERE RADIAL WARNING SURFACES ARE USED OR IN OTHER CIRCUMSTANCES WHERE THE EDGE OF THE WARNING SURFACE IS NOT PARALLEL TO THE EDGE OF THE CURB RAMP PATH OF TRAVEL, THE EDGE OF THE DETECTABLE WARNING SURFACE SHOULD NEVER BE MORE THAN 3 INCHES FROM THE EDGE OF THE RAMP. O DETECTABLE WARNING AREA SHALL CONTRAST VISUALLY WITH THE ADJACENT GU ROADWAY, OR WALKWAY, AND BE GRAY IN COLOR. © CROSS SLOPE OF THE RAMP MAY NOT EXCEED 0.02 R./FT. AS CONSTRUCTED. I 0ANY VERTICAL LIP THAT OCCURSATTHEFLOWLINE MAY NOT BE GREATER THAN 1/4 INCH. Cfff OF PEDESTRIAN CnuanM CURB RAMP REVISED: 5-12 PLATE NO.: 521 5 ENGINEERING DE ARTMENT MNOOT 7036G flLE NAME: G: ENG SPECS 5215 i 2 NOT TO SCALE C604 CHANHASSEN FIRE DEPARTMENT POLICY REQUIREMENTS FOR FIRE LANE SIGNAGE NO NOTES: PARKING 1, SIGNS TO BE A MINIMUM OF 12" X 18". FIRE 2. RED ON�HITE IS PREFFERED. LANE 3. 3M OR UAL ENGINEER'S GRADE REFLECTIVE SHEETING ON ALUMINUM IS PREFFERED. 4. WORDING SHALL BE: NO PARKING FIRE LINE 5. SIGNS SHALL BE POSTED AT EACH END OF THE FIRE LANE AND AT LEAST AT EVERY 751NTERVALS ALONG THE FIRE LANE. 6. ALL SIGNS SHALL BE DOUBLE SIDED z FACING THE DIRECTION OF TRAVEL. 7. POST SHALL BE SET BACK A MINIMUM OF 24" BUT NOT MORE THAN 3 FROM THE BACK OF CURB. 8. A FIRE L NE SHALL BE REQUIRED IN FRONT OF FIRE DEPARTMENT 2' MIN. CONNECTIONS EXTENDING 5' ON EACH SIDE AND ALONG ALL AREAS DESIGNATED BY THE FIRE CHIEF. TI-1I - I4_I CURB CHANHASSIN FIRE DEPARTMENT FIRE PREVENTION POLICY 06-1991 DATED JANUARY 15, 1991 I ANY DEVIATION FROM THE ABOVE PROCEDURES SHALL BE SUBMITTED IN WRITING, WITH A SITE PLAN, FOR APPROVAL BY THE FIRE CHIEF. IT IS THE INTENTION OF THE FIRE DEPARTMENT TO ENSURE CONTINUITY THROUGHOUT THE CITY BY PROVIDING THESE PROCEDURES FOR MARKING OF FIRE LANES. affOF FIRE LANE SIGNAGE REVISED: 1-10 PLATE NO.: ENGINEERING DEPARTM NT 5218 FILE NAME:G:\ENG\SPECS\5218 5 C604 FIRE LANE SIGNAGE PEDESTRIAN CURB RAMP NOT TO SCALE �10" a .. D.' D. 9 D D. a D AGGREGATE BISE w � MNDOT SELECT GRANULAR BORROW of O COURSE FILTER AGGREGATE 0 MNDOT 3149.2H Of 0 Z "8 amoe�� 12" DEEP N w LLI L (MAIN f - GRADE TO CLAY SUB -GRAD 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 l' PE pipe. 1 6" CONC. t COLLAR PIPE DETAIL GROUT ARouND PIPE NOTES: 1. CLEANOUTS REQUIRED AT 300' INTERVALS & ALL ENDING POINTS. 2. SWING TIES TO BE SHOWN ON AS-BUILTS FOR ALL ENDING POINTS TO ALL DRAINTILES. 3. OPENINGS IN STRUCTURE FOR DRAINTILE TO BE FABRICATED OR CORE DRILLED. 4. THIS DETAIL TO BE USED WHEN 2' OR MORE OF EXISTING SOIL SUB CUT IS NECESSARY. CfpOf 4" SUB -SURFACE CI1elIDerJ►� DRAINTILE REVISED:3-09 ENGINEERING DEPARTNT PLATE NO.: 5232 FILE NAME:G:\ENG\SPECS\5232 6 NOT TO SCALE C604 4" SUB -SURFACE DRAINTILE VARIABLE WIDTH U I O (DAOO 0 0 0 0 0 0 0 0 0 0 N RECTANGULAR PLATES �50% - 65% OF BASE DIAMETER I � 0.2" 0.9� T SECTION A -A TRUNCATED DOME VARIABLE LONG //CC�HORD WIDTH RADIUS l_l� OOd®CCfl 0000�,� 000000 0 0 0 0 0 0 0 0 J 0 0 0 000000 3 1 4 VARIABLE SHORT CHORD WIDTH RADIAL PLATES TYPICAL RADIAL TRUNCATED DOME PLATES RADIUS LONG SQ, FT. PLATES (FEET) CHORD PER REQUIRED WIDTH PLATE FOR 90 (INCHES) DEGREE O TURN 10 23-1/2 3.53 8 15 18-13/16 2.93 15 15 23-1/2 3.67 12 20 18-13/16 3.00 20 20 18-7/8 2.98 20 25 20-1/2 3,28 23 25 23-9/16 3.77 20 30 22-5 8 3.65 25 35 22 3.56 30 NOTES: DETECTABLE WARNING SURFACES SHALL FOLLOW THE PUBUC. RIGHTS -OF -WAY ACCESSIBILITY GUIDELINES (PROWAG). DETECTABLE WARNINGS CONSIST OF TRUNCATED DOMES ALIGNED IN SEE MNDOT-S APPROVED/QLIAUFIED PRODUCT LISTS. A SQUARE OR RADIAL GRID PATTERN. DETECTABLE WARNINGS ARE REQUIRED: DETECTABLE WARNING SURFACE SHALL BE PAID FOR AS TRUNCATED -WHERE RAMPS, LANDINGS, OR BLENDED TRANSITIONS PROVIDE DOMES BY THE SQUARE FOOT. A FLUSH PEDESTRIAN CONNECTION TO THE ROADWAY. -WHERE PEDESTRIAN ACCESS ROUTES CROSS COMMERCIAL DRIVEWAYS O1 ALL TRUNCATED DOME SYSTEMS SHALL BE PLACED IN STRICT THAT ARE PROVIDED WITH TRAFFIC CONTROL DEVICES OR ACCORDANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER. OTHERWISE PERMITTED TO OPERATE LIKE A PUBLIC ROADWAY. -AT PEDESTRIAN RAILWAY CROSSINGS. 2 CENTER TO CENTER DOME SPACING: 1.6" MINIMUM, 2.4" MAXIMUM. OBASE -ON RAIL PLATFORMS WHERE BOARDING EDGES ARE NOT PROTECTED. TO BASE DOME SPACING: 0.65" MINIMUM- QDOME BASE TO PLATE EDGE SPACING: 0.35" MINIMUM10.75" MAXIMUM. DETECTABLE WARNINGS SHALL EXTEND: -A MINIMUM OF 24" IN THE DIRECTION OF TRAVEL. ©SPACING VARIES ON RADIAL PLATES. -THE FULL WIDTH OF THE RAMP. LANDING, OR BLENDED TRANSITION, WITHIN 3" OF FULL WIDTH ON EITHER END. O YPICAL WIDTHS AVAILABLE: 1 30, 36". OHECK -THE FULL LENGTH OF THE PUBLIC USE AREA OF A RAIL PLATFORM. WITH MANUFACTURERS FOR AVAILABLE WIDTHS.. F A ILA ©QU RADIAL PLATE, RADIUS DEFINED AT BACK OF CURB. DETECTABLE WARNING SURFACES SHALL CONTRAST VISUALLY WITH ADJACENT GUTTER, ROADWAY, OR�rWALKWAY, BE GRAY IN COLOR. OTYPICAL RADII. CHECK WITH MANUFACTURERS FOR AVAILABLE RADII. pAND Clllo! 0 DETECTABLE WARNING SURFACE CHMM TRUNCATED DOMES REVISED: 5-12 PLATE NO.: 5A 5A ENGINEERING IDEPARTMENT MNDOT 7038A FILE NAME: G:\ENG\SI3IEMCS\5215A # 3 C604 I +9.80 +7.45 +5.15 1 7 NOT TO SCALE C6O4 0 DETECTABLE WARNING SURFACE TRUNCATED DOMES STMH #103 WEIR WALL 936.65 934.30 932.00 t 6" x 24" or 30" or 36" Traffic Sign Double Aluminum Street as Required Sign - Both Directions /8" O.D. onized Steel E 12 Guage C chor Plate Typical Street Sign Installation 2.5LB. T Upper Galvanized Steel ° Sign Post 3 (2) 5/16" x 1" Post Bolts o e Tamperproolf J ° with Washers o 2' Min. Curb 3LB. 7' Anchor Post -Pneumatically Drivel Typical Traffic Sign Installation T[�] Bolt Post With Sign to Post in Concrete Post Kz .10�� Expansion Joint Material ' - 4 Sides Full Depth 1E Typical Sign installation In Concrete Median Anchor Plate Detail 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 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 Same as Above, Except Lettering to be White on Blue Background. MOP STREET AND * maw TRAFFIC SIGN INSTALLATION REVISED: 1-10 PLATE NO.: FILE NAME: G: \ENG\SPECS\5217 ENGINEERING DEPARTMENT 5217 I +7.40 +4.95 +2.55 8 NOT TO SCALE C604 C STREET AND TRAFFIC SIGN INSTALLATION 100' STORAGE DEPTH 4.e d a 4 c _4 4 a , 4 ° 4 4 4 c a 4 4 4 a . A 4 4 . 4L] d' a 4 c 4 0 4. 4.0' 4 ti v 4 4 4 4 .4 a .. 4 4 d U 4 ° '4 'K4 4d. 4 6" ORIFICE a 4. 4 ° d 4 q . 4 G 4 4 .4 a a Q 1 ° 4' a c d 4 :4 4 G q. 4 a a 4 4 a ® 4 d a A STMH #403 WEIR WALL ENGINEERING SURVEYING ENVIRONMENTAL PLANNING EVS, INC. 10250 Valley View Road, Suite 123 Eden Prairie, Minnesota 55344 Phone: 952-646-0236 Fax:952-646-0290 www.evs-eng.com City of Chanhassen, MN 7700 Market Blvd PO Box 147 Chanhassen, MN 55317 Phone: 952-227-1100 Fax: 952-227-1110 www.ci.chanhassen.mn.us Civil Plans CLIENT {N I T C t PROPERTIES 3500 AMERICAN BLVD, SUITE 200 MINNEAPOLIS, MN 55431 PROJECT Powers Place LOCATION Chanhassen, MN SHEET Construction Details City Submittal # DATE REVISION A 9/13/13 CITY SUBMITTAL 933.85 931.40 I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. David Nash DATE 9/ 13/ 2013 REGISTRATION NUMBER 21836 929.00 DRAWN BY CHECKED BY DMS/BMJ DJN DATE PROJECT # 9.13.2013 2013-057.1 926.45 SHEET NUMBER NOT TO SCALE C604 MOST WESTERLY LINE OUTLOT F / --S1375 36 "£ POWERS POINTE 24„W 576°0 64 ,.1 ,i v1 3 tV1`ttu \ vA vI I\ 1 �J .234121.0662 0°00.06 0N9' E wN"Z �4'1 h 576 � II S76-44,24_W 155.06 -- 35.00j 44,24 76 100.A—% �i I W VO E. LINE OF NW 1/4 --- r ? SEC. 14 T.116N R. 23W <\�� (J Q� PAG\F1CW&ROxv GHCM1lWWWE�/`b' 8 II I �n2.36 ° ,,.5 QA OUTLOT- �r 61 ULLUS, PG. 5U3 (UUU. NU. 96312) ANU BK. 61 DEEDS, PG. 505 (DOC. N0. ,1 MODIFIED BV DOC. NO. 35620 (PARTIAL RELEASE) N90°00'00"E -- ETRANSMISSION 6I' 121.94 EASEMENT T PER DOC.. NO.. 55883, MODIFIED BY DOC. NO. 117656 (PARTIAL RELEASE) N III Y LOT 1 BLOCK N7Tt� II I I � N5003'34"E I %63.45 ELECTRIC TRANSMISSION EASEMENT PER BK. 6/ DEEDS, PG. 92 (DOC. NO. 89731), MODIFIED BY DOC. NO. 34918 (PARTIAL RELEASE) 11149 OUTLOT A 377.24 N90 00'00 "£ KNOW ALL PERSONS BY THESE PRESENTS: United Properties Investment, LLC, a Minnesota limited liability company, owner of the following described property situated in the County of Carver, State of Minnesota, to wit: Outlot F, CHANHASSEN LAKES BUSINESS PARK, Carver County, Minnesota. Has caused the same to be surveyed and platted as POWERS POINTE and does hereby dedicate to the public for public use forever the easements for drainage and utility purposes as shown on this plat. In witness whereof said United Properties Investment, LLC, a Minnesota limited liability company, has caused these presents to be signed by its proper officer this day of ,20 Signed: United Properties Investment, LLC, a Minnesota limited liability company. Q� Brandon Champeau STATE OF MINNESOTA COUNTY OF Its Assistant Vice President This instrument was acknowledged before me on this day of 20 by Brandon Champeau, Its Assistant Vice President of United Properties Investment, LLC, a Minnesota limited liability company on behalf of the company. Signature of Notary Notary's Printed Name Notary Public, County, Minnesota My Commission Expires January 31, 20 I , Michael R. Williams, do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on the this plat; that all monuments depicted on the plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on the plat. Dated this day of 2013 Michael R. Williams, Licensed Land Surveyor Minnesota License No. 44076 STATE OF MINNESOTA COUNTY OF HENNEPIN This instrument was acknowledged before me this day of 2013, by Michael R. Williams. Signature of Notary Notary's Printed Name Notary Public, Hennepin County, Minnesota My Commission Expires January 31, 20 CHANHASSEN, MINNESOTA This plat of POWERS POINTE was approved and accepted by the City Council of Chanhassen, Minnesota, at a regular meeting thereof held this day of 20 . 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, Subdivision 2. CITY COUNCIL OF CHANHASSEN, MINNESOTA By Mayor By City Manager or Clerk TAXPAYER SERVICES DEPARTMENT, Carver County, Minnesota I hereby certify that taxes payable in 20 and prior years have beer paid for land described on this plat, dated this day of 20 Mark Lundgren, County Auditor County Auditor/Treasurer SURVEY DIVISION, Carver County, Minnesota Pursuant to Minnesota Statute Section 383B.565 (1996), this Plat has been approved this day of 20 John E. Freemyer, County Surveyor REGISTRAR OF TITLES, Carver County, Minnesota I hereby certify that the within plat of POWERS POINTE was recorded in this office this day of 20 at o'clock _ ,m. Carl W, Hanson Jr., Registrar of Titles m DRAINAGE AND UTILITY EASEMENT ARE SHOWN THUS: (NO SCALE) O I I O 0 10.00 o 10_001 BEING 10.00 FEET IN WIDTH AND ADJOINING LOT LINES, AND 10.00 FEET IN WIDTH AND ADJOINING RIGHT OF WAY LINES, UNLESS OTHERWISE INDICATED, AS SHOWN ON THE PLAT. GRAPHIC SCALE 100 0 50 100 200 ( IN FEET ) 1 inch - 100 feet. SCALE IN FEET THE ORIENTATION OF THIS BEARING SYSTEM IS BASED ON THE E MOST WESTERLY LING OUTLOT F, CHANHASSEN LAKES BUSINESS PARK, CARVER COUNTY, MN. AND IS ASSUMED TO BEAR S 02° 30' 00" E. LEGEND DENOTES IRON MONUMENT FOUND AS LABELED O DENOTES IRON MONUMENT SET W/ CAP STAMPED "RLS 44076" AEW ENGINEERING I SURVEYING I ENVIRONMENTAL I PLANNING Aanenson, Kate From: Fauske, Alyson Sent: Wednesday, October 09, 2013 11:18 AM To: Dave Nash; Brandon Champeau Cc: Aanenson, Kate; Oehme, Paul Subject: FW: Powers Pointe - Development Plans Attachments: CITY OF Chanhassen- Inside Drop Connection Maintenance Agreement.doc Hi Dave and Brandon, The sanitary sewer connection to the Met Council line must be public a public connection, therefore 1. The sewer from SANMH #104 to the existing MH (201' 8" PVC @7.84%) must be public. The developer will be billed for the inspection fees associated with this work. 2. A 40' easement centered over the sewer is required and must be shown on the plat. This can be a condition of approval for the final plat. 3. The estimated cost to construct this sewer will be added to the security amount and an administrative fee (3% of the construction cost) will be collected with the final plat. Please provide this ASAP as staffs final plat memo and the development contract must be finalized by October 18v' for the October 28 h meeting. 4. City Council shall consider approval of the attached agreement at the October 2e meeting. 5. The City and the developer shall enter into an agreement stating that any cost associated with maintaining the connection will be assessed to the property. I have left a message with the City Attorney asking for proposed language; I will forward to you for review. This may be a stand-alone agreement or part of the development contract and must be finalized by October 18'h. 6. Plan and profile and specs must be provided for this section of sanitary sewer prior to October 18'h, as Council approval is required. 7. An MPCA permit is required for the public sewer extension. The permit must be obtained before the sanitary sewer can be installed. 8. The sanitary sewer must be sleeved under the retaining wall. This can be a condition of approval for the final plat. 9. As -built information for this section of sanitary sewer must be provided. This will be a condition of approval for the final plat. A security (equal to 7% of the construction cost) will be collected with the final plat to ensure payment of the inspection bills and submittal of the as-builts. If you have any questions, please call or email. Regards, Alyson Fauske, PE Assistant City Engineer City of Chanhassen 7700 Market Blvd PO Box 147 Chanhassen MN 55317 ph: 952.227.1164 TAN 921.0 BAN 921.0 TAN 920.0 BAN 918.0 T/W 925.0 B/W 920.0 �s T/W 923'1 BAN 923: 30" RCP CL5 SANITARY SEWER MET COUNCIL LINTERCEPTOR CONNECT TO EXISTING MANHOLE WITH PVC INSIDE DROP RIM=901.26 (PER 1987 AS -BUILT) From: Chouinard, Daniel [mailto:Daniel.Chouinard@metc.state.mn.us] Sent: Wednesday, October 09, 2013 10:30 AM To: Fauske, Alyson Subject: RE: Powers Pointe - Development Plans Alyson, SANITARY SERVICE INV(W)=926.00 (VERIFY ELEVATION ON PLUMBING PLAI APPROXIMATE CLEARING LIMITS FOR SANITARY SEWER This is correct. The connection does need to be City owned and maintained because the owner of the private service could change. Aanenson, Kate From: Fauske, Alyson Sent: Wednesday, October 09, 2013 11:18 AM To: Dave Nash; Brandon Champeau Cc: Aanenson, Kate; Oehme, Paul Subject: FW: Powers Pointe - Development Plans Attachments: CITY OF Chanhassen- Inside Drop Connection Maintenance Agreement.doc Hi Dave and Brandon, The sanitary sewer connection to the Met Council line must be public a public connection, therefore 1. The sewer from SANMH #104 to the existing MH (201' 8" PVC @7.84%) must be public. The developer will be billed for the inspection fees associated with this work. 2. A 40' easement centered over the sewer is required and must be shown on the plat. This can be a condition of approval for the final plat. 3. The estimated cost to construct this sewer will be added to the security amount and an administrative fee (3% of the construction cost) will be collected with the final plat. Please provide this ASAP as staffs final plat memo and the development contract must be finalized by October 18th for the October 28th meeting. 4. City Council shall consider approval of the attached agreement at the October 28th meeting. 5. The City and the developer shall enter into an agreement stating that any cost associated with maintaining the connection will be assessed to the property. I have left a message with the City Attorney asking for proposed language; I will forward to you for review. This may be a stand-alone agreement or part of the development contract and must be finalized by October 1Wh. 6. Plan and profile and specs must be provided for this section of sanitary sewer prior to October 18th, as Council approval is required. 7. An MPCA permit is required for the public sewer extension. The permit must be obtained before the sanitary sewer can be installed. 8. The sanitary sewer must be sleeved under the retaining wall. This can be a condition of approval for the final plat. 9. As -built information for this section of sanitary sewer must be provided. This will be a condition of approval for the final plat. A security (equal to 7% of the construction cost) will be collected with the final plat to ensure payment of the inspection bills and submittal of the as-builts. If you have any questions, please call or email. Regards, Alyson Fauske, PE Assistant City Engineer City of Chanhassen 7700 Market Blvd PO Box 147 Chanhassen MN 55317 ph: 952.227.1164 T/W 921.0 B/W 921.0 T/W 920.0 BAN 918.0 T1W 925.0 B!W 920.0 �a TAN 9231 30' RCP CL5 SANITARY B/W 9231 SEWER - MET COUNCIL INTERCEPTOR CONNECT TO EXISTING MANHOLE WITH PVC INSIDE DROP RIM=901.26 (PER 1987 AS -BUILT) From: Chouinard, Daniel [ma ilto: Daniel. Chou inard@metc.state.mn.us] Sent: Wednesday, October 09, 2013 10:30 AM To: Fauske, Alyson Subject: RE: Powers Pointe - Development Plans Alyson, SANITARY SERVICE INV(W)=926.00 (VERIFY ELEVATION ON PLUMBING PLAI APPROXIMATE CLEARING LIMITS FOR SANITARY SEWER This is correct. The connection does need to be City owned and maintained because the owner of the private service could change. IN WIINESS WHII2EOF, the undersigned has caused this agreement to be duly executed this day of 2013. The City ofChanhassen, a Minnesota Municipal Corporation Its Metropolitan Council Environmental Services By Assistant General Manager, Interceptor Systems Page 2 of 2 MEIROPOUrAN COUNCIL EN VIRONMENTAL SERVK1yS SEWER CONNBCIION AND MAINIENANCE AGREEV1ENf Connection Permit No. 1792 MCES Interceptor No. 8253-328 THIS ACREEMEgT made and entered into this day of , 2013, by and between the City of Chanhassen, a Minnesota Municipal Corporation, its successors and assigns and the Metropolitan Council, a public corporation and political subdivision of the state, WHEREAS, the City of Chanhassen, shall be connecting its sanitary sewer collection system to the Metropolitan Council Environmental Services Interceptor No. 8253-328; and WHEREAS, the only feasible connection to the interceptor will involve an inside drop section on Metropolitan Council Environmental Services Maintenance Structure No. MH 18; and WHEREAS, the City of Chanhassen, must obtain a connection permit from the Metropolitan Council Environmental Services; and WHEREAS, the Metropolitan Council Environmental Services requires the following as a condition of the permit: 1. The City ofChanhassen, assumes the responsibility of possible added costs involved in maintaining the interceptor due to the inside drop connection and reimbursing the Metropolitan Council Environmental Services for same. 2. That the connection in the Maintenance Access Structure No. MH 18 shall be installed pursuant to applicable codes and comply with Metropolitan Council Environmental Services sewer connection permit requirements. 1. The City of Chanhassen here receives from the Metropolitan Council Environmental Services the right to connect at the City's sole cost and expense, via Maintenance Access Structure No. MH 18, to the Metropolitan Council Environmental Services' sewer system. 2. That the sewer hook-up from the building to the connection or from the existing local sewer system to the connection shall be installed to comply with municipal subdivision sewer specifications and other applicable code. Page 1 of 2 MEoTROP�OL�ITAN Dan S. Chouinard Civil Engineering Intern I Environmental services Daniel.Chouinard/a.metc.state.m n.us P. 651.602.4564 1 F. 651.602.4533 3565 Kennebec I Eagan, MN 155122 1 metrocouncil.orci CONNECT MTH US ©O 1ow 0 Fne" From: Dave Nash [mailto:dnash(cbevs-ena.com] Sent: Friday, October 04, 2013 7:06 PM To: Owens, Pete Cc: Fauske, Alyson(AFauskecalci.chanhassen.mn.us); Brandon Champeau; JEREMY THOMAS (JTHOMAS(&RJRYAN.COM) Subject: FW: Powers Pointe - Development Plans Pete: per our phone discussion a couple of days ago — here are my plans for a industrial development in the City of Chanhassen. Please review and comment. Also — please send me the application packet I need to apply for our connection. Thanks Dave Nash, FIE EVS, Inc. I Director of Residential Development w .evs-eng.com Direct: (952) 646-0253 1 Cell: (612) 242-0530 Dan S. Chouinard Civil Engineering Intern I Environmental Services Daniel. Chouinard(cDm etc.state.mn.us P. 651,602,4564 1 F. 651,602.4533 3565 Kennebec I Eagan, MN 155122 1 metrocouncil.oro METROPOLITAN C O u N C I L CONNECT wIrm uS �O e-news From: Fauske, Alyson rmailto:AFauske(c)ci.chanhassen.mn.usl Sent: Wednesday, October 09, 2013 10:00 AM To: Chouinard, Daniel Cc: Dave Nash Subject: RE: Powers Pointe - Development Plans Hi Dan, The sewer that would connect to the MCES line was intended to be a private service. Looking at the agreement, it appears that the MCES would require this to be a City owned and maintained connection. Please let me know. Thanks, Alyson From: Chouinard, Daniel [mailto:Daniel.Chouinard(o)metc.state.mn.usl Sent: Wednesday, October 09, 2013 9:48 AM To: dnashCalevs-eno com Cc: Fauske, Alyson Subject: Powers Pointe - Development Plans Good morning, Dave. Pete has asked me to handle this connection permit, so please make me your principle contact. I've attached your utility plan, which will be discussed in Item No. 1, a partially filled in Connection Permit Application and lastly an Inside Drop Maintenance Agreement. 1. The Utility Plan shows the Rim El. of MH 18 at 901.26, but your Drop invert is at 907.90. A new grade, mainline invert at the entrance to the manhole and drop invert should be shown. 2. I've assigned a future permit number for the connection and filled in a couple details, but you still need to fill in the remainder of the application. When finished filling in the application, emailing it back to me is OK instead of mailing it. 3. MCES requires a maintenance agreement between the City and the Council to be signed before any connection permit can be issued for cases that involve inside drops. Please have a city official agree and sign the Maintenance Agreement. Lastly, can you have someone check where the steps are in the manhole? I understand it'd be ideal to have the drop coming in directly from the north, but if steps are in the way we'll need to work something out. Thanks Dave ph: 952.227.1164 TAN 921.0 B/W 921.0 T/W 920.0 BAN 918.0 TAN 925.0\ I®1 BAN 9200.U TAN 923. BAN 923. 30' RCP CL5 SANITARY SEWER MET COUNCIL INTERCEPTOR _ 1 /11'`, CONNECT TO EXISTING MANHOLE — WITH PVC INSIDE DROP . . RIM=901.26 (PER 1987 AS -BUILT) From: Chouinard, Daniel [mailto:Daniel.Chouinard@metc.state.mn.us] Sent: Wednesday, October 09, 2013 10:30 AM To: Fauske, Alyson Subject: RE: Powers Pointe - Development Plans Alyson, SANITARY SERVICE INV(W)=928.00 (VERIFY ELEVATION ON PLUMBING PLAI " PVC -6' PVC HYDBC � 1 1 1 11 W BENDS CB #203 RIM=943.52 APPROXIMATE CLEARING LIMITS FOR SANITARY SEWER This is correct. The connection does need to be City owned and maintained because the owner of the private service could change. Aanenson, Kate From: Fauske, Alyson Sent: Wednesday, October 09, 2013 11:18 AM To: Dave Nash; Brandon Champeau Cc: Aanenson, Kate; Oehme, Paul Subject: FW: Powers Pointe - Development Plans Attachments: CITY OF Chanhassen- Inside Drop Connection Maintenance Agreement.doc Hi Dave and Brandon, The sanitary sewer connection to the Met Council line must be public a public connection, therefore 1. The sewer from SANMH #104 to the existing MH (201' 8" PVC @7.84%) must be public. The developer will be billed for the inspection fees associated with this work. 2. A 40' easement centered over the sewer is required and must be shown on the plat. This can be a condition of approval for the final plat. 3. The estimated cost to construct this sewer will be added to the security amount and an administrative fee (3% of the construction cost) will be collected with the final plat. Please provide this ASAP as staffs final plat memo and the development contract must be finalized by October 18`h for the October 28`h meeting. 4. City Council shall consider approval of the attached agreement at the October 281h meeting. 5. The City and the developer shall enter in to an agreement stating that any cost associated with maintaining the connection will be assessed to the property. I have left a message with the City Attorney asking for proposed language; I will forward to you for review. This may be a stand-alone agreement or part of the development contract and must be finalized by October 181h. 6. Plan and profile and specs must be provided for this section of sanitary sewer prior to October 18`h, as Council approval is required. 7. An MPCA permit is required for the public sewer extension. The permit must be obtained before the sanitary sewer can be installed. 8. The sanitary sewer must be sleeved under the retaining wall. This can be a condition of approval for the final plat. 9. As -built information for this section of sanitary sewer must be provided. This will be a condition of approval for the final plat. A security (equal to 7% of the construction cost) will be collected with the final plat to ensure payment of the inspection bills and submittal of the as-builts. If you have any questions, please call or email. Regards, Alyson Fauske, PE Assistant City Engineer City of Chanhassen 7700 Market Blvd PO Box 147 Chanhassen MN 55317 Carver County, MN lr . wall 4 Taro 78ro �a ►. � .. � JO +2-Ci it z s=o Property Information Parcel ID: 251900370 AS400 Acres: Taxpayer Name: PAULS FAMILY TRUST Homestead: N Taxpayer Address: 7676 HIGHWAY 145 School District: 0112 Taxpayer City St. Zip: TELLURIDE, CO 81435-4100 Watershed District: WS 064 RILEY PURG BLUFF CREEK Property Address', Tax Exempt: N Property City: CHANHASSEN Platname: CHANHASSEN LAKES BUS. PARK GIS Acres: 16.94 Disdalmer This map w cnastedusing Camwy CoinsGeogrephic Map Scale rm Infoation systems (GIs), d is a complabon of inbrmadon and data from 1 inch 752 vadws City,County, state, and Federal offices. This map 6 not a = feet surveyed or Ieealy recorded map and is Intended to be used as a mfemnce. Garver Canty is not responsible for any Inaccuracies Map Date contained heroin. 9/17/2013 N W+E S — / , -11 SCANNED Date: September 18, 2013 To: Development Plan Referral Agencies From: Planning Department City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 Review Response Deadline: October 4, 2013 By: Kate Aanenson, Community Development Director Subject: Request for Preliminary Plat Review of 16.94 acres of property zoned Industrial Office Park (IOP) and located west of Powers Boulevard, south of the Twin Cities & Western railroad tracks, and east and north of Riley Creek (Outlot F, Chanhassen Lakes Business Park) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot office/warehouse building. Planning Case: 2013-20 PID: 25-1900370 The above described application for approval of a land development proposal was filed with the Chanhassen Planning Department on September 16, 2013. The 60-day review period ends November 15, 2013. 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 October 15, 2013 at 7:00 p.m. in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your continents by no later than October 4, 2013. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. 1. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official L 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 (CenturyLink) 10. Electric Company (Xcel Energy) 11. Mediacom 12. CenterPoint Energy Minnegasco SCANNED CITY OF CHANHASSEN 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 227-1100 DEVELOPMENT REVIEW APPLICATION Phone:952.537.8653 -Fax: 952-893-3620 Email: brandon.ChampeauQupropertws.com Planning Case No, A01 3 CITY OF CHANHASSEN RECEIVED SFP 1 fi 2013 rroperly owner Name ana Haaress: Paul's Family Trust 7676 Highway 145 Telluride, CO 6143&4100 Contact: Mark Steingas Phone: 952-392-1306 Fax: Email:. MarkSOmpoerwood-realestate.com NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) 4us Interim lkpennit (IUP) (Grading) 1. Non -conforming Use Permit Planned Unit Development' Rezoning Sign Permits Sign Plan Review _ i14X tr10.0) 7180 Site Plan Review (SPRr 550 4. 1401a 300 Subdivision' Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) . (AddWonal raoording fsea may apply) Variance (VAR) Welland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment 200 Notification Sign —$200 — (City to install and remove) Escrow for Filing Fees/Attorney Cost" $5 4CLIP/SPRA+ACIVARWAP/Metes & Bounds 60 inorSUB TOTAL FEE $: 555 =-`I 1=% Y '1 _ -SC+- An additional fee of $3.00 per address within the pwb�k hearing notification area will befnvoicedtothe apptleent prior to the public hearing. �> �. _ r— f1 'Five (5) 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 (*Alf) 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: Powers Rage- Yq i nie LOCATION: LEGAL DESCRIPTIONAND PID: Outiot F - Chanhassen Lake Business Park PID 251900370 16.94 WETLANDS PRESENT: X YES NO PRESENT ZONING: IOP - Industrial Office Park REQUESTED ZONING: Same PRESENT LAND USE DESIGNATION: Office Industrial REQUESTED LAND USE DESIGNATION: Same REASON FOR REQUEST: Preliminary Plat, Final Plat, Site Plan Review and gr�ifto construct 140,800 square foot office -warehouse building. FOR SITE PLAN REVIEW: Include number of existing employees: and new employees: This application must be completed or full and be typewritten or dearly printed and must be accompanied by all information - and plans required by applicable City Ordinance provlslDns. 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 Cf oompleteness of the application shall be made within 15 business days of application submittal. A written notice of appYrotfon deficiencies shall be mailed to the applicant within 15 business days of applcation. This is to oert(fy #Wi &Pitt making application for the described action by the City and that I am responsible for complying with all City requlremenls:wgt fer9erd to this request. This application should be processed in my name and I am the party whom the Cry should coral_ regarding any matter pertaining to this application. 1 have attached a copy of proof of ownership (ether copy of Owneft Dtolicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this applcaton and the fee owner has also signed this application. I will keep myself ittornred of the deadlines for submission of, material told the progress of this application. I further understand that addlionel tees may be charged for constft� tees, feasibi(iy 411i as, etc, with an estimate prior to any authorization to proceed vMh the study. The documents attd tiltDlrivillon I have submitted are true and correct to the best of my knowledge.AA . /2 /3 � Ar Signature of Fee Owner- Date 9.WM1jbawdevdoPrMMM1ew VoiaMionda CITY OF CHANHASSEN ENGINEERING I SURVEYING I ENVIRONMENTAL ; PLANNING RECEIVED SFP 1 P, 2013 CHANHASSEN PLANNING DEPT Project Narrative United Properties intends to close and begin immediate development of a 140,000 square foot, 24' clear industrial building upon approval of the development plan and plat by the City of Chanhassen. The project will be named Powers Place, and is expected to attract significant interest from officelwarehouse and tech companies looking to expand or relocate to the Chanhassen market. The developer's team consists of Lampert Architects, EVS, lnc.and RJ Ryan Construction. The project will be designed and built in a first-class nature, similar to United Properties' other officetwarehouse buildings around the Twin Cities. Bs U i:I T E C Brandon Champeau I S C F F 411 E c Assistant Vice President I Development United Properties evs 110250 Valley Vielw Rd., Suite 123 1 Eden Prairie, N0155344.3531 I Phone: 952.646.02361 Fax: 952.646.0290 1w .evs-engxom Powers Place Chanhassen, MN STORM WATER NARRATIVE 9/15/13 EVS 110250 Valley View Rd., Suite 123 Eden Prairie, MN 55344-3534 Phone:952.646.0236 Fax: 952.646.0290 www.evs-eng.com CITY OF CHANHASSEN RECEIVED SEP 16 2013 CHANHASSEN PUNNING DEPT SCANNED United Properties Powers Place 9/15/13 TABLE OF CONTENTS EXISTING SITE CONDITIONS 3 PROPOSED DEVELOPMENT 3 JURISDICTIONAL BODIES AND REQUIREMENTS 3 EXISTING SITE DRAINAGE PATTERNS 4 PROPOSED ON -SITE STORM WATER MANAGEMENT 4 CALCULATIONS 4 CONCLUSION 5 APPENDIX A — EXISTING DRAINAGE EXHIBIT APPENDIX B — EXISTING HYDROCAD APPENDIX C—PROPOSED DRAINAGE EXHIBIT APPENDIX D — PROPOSED HYDROCAD APPENDIX E — WATER QUALITY CALCS (P8) APPENDIX F—STORM PIPE SIZING Storm Water Narrative Page 12 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com L_ r United Properties Powers Place 9/15/13 ■ EXISTING SITE CONDITIONS ■ ■ The site comprises 16.9 acres of woodland and agricultural row crops. Due to steep slopes within areas of thick woods and a shoreland setback only 11.2 acres will be graded and r disturbed with this project. r The four geotechnical borings performed by Braun within the construction limits of the project . to depths of 12 to 25 feet did not encounter groundwater. The soils most commonly encountered consisted of organic clay topsoil overlying glacially deposited clayey sand, sandy r lean clay and lean clay. PROPOSED DEVELOPMENT r The Powers Place industrial office building consists of approximately 140,800 SF of internal r space. On the exterior loading docks will handle material/product deliveries on the north side . of the building. Parking stalls totaling 229 will be provided on the east, south, and west sides of the building. Retaining walls will be used on -site to tie into existing grades minimizing r disturbed area due to steep grades. r A watermain extension will come from the east in Powers Blvd. and the sanitary sewer . extension will come up from a trunk main along Riley Creek to the west. r Earthwork for the project results in a net export of 85,000 CY. This material will be relocated to a project in the City of Shakopee. Permitting for that work is being done by the developer. r r JURISDICTIONAL BODIES AND REQUIREMENTS . The City of Chanhassen is the LGU for this site. Appendix D 'Development Standards' of the City's Surface Water Management Plan outlines the requirements for this project. The ■ following criteria must be met: • No increase in peak discharge may result from the proposed project for the 2-year, 10- r year, or 100-year storm events. . • Water quality features meeting the MPCA NPDES construction permit for Permanent Storm Water Management Systems (irrigation from retention structure meets this criteria) • Water quality treatment consistent with NURP (90% removal of TSS, 60% removal of TP) The design storms are from page D-2 of the Surface Water Management Plan and go as follows: Rainfall Frequency Rainfall (inches) 2-Year, 24- Hour 2.8 10-Year, 24-Hour 4.2 100-Year, 24-Hour 6.0 Storm Water Narrative Page ) 3 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com United Properties Powers Place 9/15/13 The NRCS methodology of HydroCAD was used to provide stormwater modeling for this site and PS Urban Catchment modeled water quality. EXISTING SITE DRAINAGE PATTERNS Currently the site drains to Riley Creek to the southwest and Powers Blvd. on the southeast. Sediment runoff from the site onto Powers Blvd. has been an issue for City maintenance staff and is anticipated to be improved with the development between the change in land cover use and permanent stormwater management practices. No existing BMPs are in use. PROPOSED ON -SITE STORM WATER MANAGEMENT Assumptions considered: —> No groundwater concerns Infiltration rates for native soils are 0.2 in/hr according to MPCA 2005 Minnesota Stormwater Manual. Design constraints include: Significant grade change from FIFE to Riley Creek (946.0 - 900.0); dissipating energy Limiting disturbance of trees and their valuable root system The entire parking and loading/deliveries areas will have traditional catch basin and storm sewer piping collecting runoff. These areas will flow to underground precast concrete vaults where the NURP volume will be held below the outlet invert. Two separate underground vaults will regulate live storage for the north and south halves of the site. Drive aisles into the site both on the northeast and southeast sides will not be able to flow to the underground vaults due to grades on -site. This area of runoff will flow to catch basins with sumps and discharged to the Powers Blvd. ditch with energy dissipated from it to avoid erosion at the outlet. Culverts will be installed under both drive aisles at the entrance of the site to keep Powers Blvd. ditch flow concentrated and following existing drainage patterns. CALCULATIONS The 'Reaches' (E1R & P1R) used in the HydroCAD model are used to combine runoff that discharges from a site in multiple directions. By combining these with a Reach the hydrographs of the areas are overlapped/merged with consideration to when each areas peak discharge may occur. Summing the peak discharge rate of each drainage area together would not be accurate for the entire sites peak discharge rate since they occur at different times. Storm Water Narrative Page 14 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com United Properties Powers Place 9/15/13 Discharge Rate Control The existing site HydroCAD model produces the following results. Rainfall Frequency Discharge Rate (cfs) (E1R) Runoff Volume (af) (E1R) 2-Year, 24-Hour 8.81 1.181 10-Year, 24-Hour 20.53 2.565 100-Year, 24-Hour 37.64 4.618 A comparison of the existing discharge rates and proposed rates are as follows. Rainfall Frequency Existing (cfs) (E1R) Proposed (cfs) (P1R) 2-Year, 24-Hour 8.81 8.57 10-Year, 24-Hour 20.53 20.35 100-Year,24-Hour, 37.64 36.19 The discharge rate for each of the required rainfall events is reduced from existing conditions. Water Quality . The percent impervious area increases from 0%to 47.5%from existing to proposed. This results in 7.4 acres of impervious area being captured and directed to the underground stormwater vaults. The water quality volume set forth on page 28 of the current MPCA NDPES General Permit shall be one (1) inch of the runoff from the new impervious surfaces created for this project. This results in a minimum volume of 14,836 CIF for the north drainage area and ■ 11,987 CIF for the south drainage area. Included in Appendix D with the HydroCAD report are storage tables identifying the elevations where these volumes are retained. For both vaults the 1] volume is proven within 2', however the outlets for both vaults is at 3' depth which means ■ additional dead storage is provided. In addition to this volume, irrigation will pull water from the underground vaults which further prevents the discharge of phosphorus from the site. • Appendix E includes a P8 model that shows the required pollutant removals occurring in the underground stormwater vaults. CONCLUSION All rate control, water quality and NURP requirements are met in full. Soil erosion and e sediment control BMPs are shown in the full civil package and will be installed so as to prevent r the discharge of sediment throughout the duration of construction. A SWPPP in accordance with NPDES and MPCA requirements has been generated for this project and will be held on site during construction with weekly inspections being performed by the General Contractor. Please direct any questions regarding the design to Brian Johnson of EVS at 952-646-0275 or . biohnson@evs-ene.com. • Storm Water Narrative Page 15 a EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www evs-enq.com United Properties Powers Place 9/15/13 APPENDIX EXISTING DRAINAGE EXHIBIT Storm Water Narrative Page 16 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com Powers Place Chanhassen, MN SUBCATCHMENTS DESCRIPTION AREA CN EIIS E2S WOODS, HSG C 4.78 AC 70 ROW CROPS, HSG C 1.20 AC 82 WOODS, HSG C 4.38 AC 70 ROW CROPS, HSG C 6.58 AC 82 NOTE 1. REACH E1R COMBINES THE HYDROGRAPH OF EACH POND OR SUBCATCHMENT DISCHARGING OFF -SITE TO PROVIDE AN OVERALL PEAK DISCHARGE TIME AND RATE. o N so im 3C E® --ow Existing Drainage Exhibit ■ PAGE No. 1 9.15.13 Storm Water Narrative Page 17 EVS 1 10250 Valley View Rd.. Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com West East E1R Subcat Reach on Link Routing Diagram for UP - ChanHydroCAD Prepared by EVS, Inc., Printed 9/12/2013 FHYdl.CADV 10.00 s/n 01636 0 2011 HydroCAD Software Solutions LLC UP - Chan HydroCAD Prepared by EVS, Inc. HydroCAD® 10.00 s/n 01636 Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/12/2013 LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEll S: West Runoff Area=260,341 sf 0.00% Impervious Runoff Depth>0.68" Flow Length=300' Slope=0.1000'r Tc=50.6 min CN=72 Runoff=2.10 cfs 0.338 of Subcatchment E2S: East Runoff Area=477,526 sf 0.00% Impervious Runoff Depth>0.92" Flow Length=300' Slope=0.2000'r Tc=38.3 min CN=77 Runoff=7.01 cfs 0.843 of Reach E1R: Inflow=8.81 cfs 1.181 of Outflow=8.81 cfs 1.181 of Total Runoff Area = 16.939 ac Runoff Volume = 1.181 of Average Runoff Depth = 0.84" 100.00% Pervious = 16.939 ac 0.00% Impervious = 0.000 ac UP - Chan HydroCAD Prepared by EVS, Inc. HvdroCAD® 10.00 s/n 01636 © 201 Type l/ 24-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/12/2013 Summary for Subcatchment E1S: West Runoff = 2.10 cfs @ 12.56 hrs, Volume= 0.338 af, Depth> 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 208,273 70 Woods, Good, HSG C 52,068 82 Row crops contoured Good, HSG C 260,341 72 Weighted Average 260,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (f /sec) (cfs) 50.6 300 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment E1S: West ■ Runoff 2 Type II 24-hr 2-Yr 24-Hr Rainfall=2.80" Runoff Area=260,341 sf Runoff Volume=0.338 of 0 Runoff Depth>0.68" LL 1 Flow Length=300' Slope=0.1000 '/' Tc=50.6 min CN=72 7 8 9 10 11 12 13 14 15 16 Time (hours) UP - Chan HydroCAD Type // 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Pape 4 Summary for Subcatchment E2S: East Runoff = 7.01 cfs @ 12.37 hrs, Volume= 0.843 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 191,010 70 Woods, Good, HSG C 286,516 82 Row crops contoured, Good, HSG C 477,526 77 Weighted Average 477,526 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 38.3 300 0.2000 0.13 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment E2S: East Hydrograph 9 RunotF 1•11Sihn 7-Type II 24-hr 2-Yr 6 24-Hr Rainfall=2.80" 5 Runoff Area=477,526 sf 1 Runoff Volume=0.843 of 4 Runoff Depth>0.92" LL Flow Length=300' 3 Slope=0.2000 '/' 2 Tc=38.3 min CN=77 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) UP - Chan HydroCAD Prepared by EVS, Inc. Type/1 24-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/12/2013 LLC Summary for Reach E1 R: Inflow Area = 16.939 ac, 0.00% Impervious, Inflow Depth > 0.84" for 2-Yr, 24-Hr event Inflow = 8.81 cfs @ 12.41 hrs, Volume= 1.181 of Outflow = 8.81 cfs @ 12.41 hrs, Volume= 1.181 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach E1R: Hydrograph ■ Inflow ® Outflow Time (hours) ■ ■ ■ UP - Chan HydroCAD Type // 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/12/2013 ■ H drOCADO 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Pane 6 ■ Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS ■ Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ■ SubcatchmentEIIS: West Runoff Area=260,341 sf 0.00% Impervious Runoff Depth>1.58" Flow Length=300' Slope=0.1 0007 Tc=50.6 min CN=72 Runoff=5.51 cfs 0.785 of ■ Subeatchment E2S: East Runoff Area=477,526 sf 0.00% Impervious Runoff Depth>1.95" ■ Flow Length=300' Slope=0.2000 'P Tc=38.3 min CN=77 Runoff=15.63 cfs 1.780 of Reach E1 R: Inflow=20.53 cfs 2.565 of ■ Outflow=20.53 cfs 2.565 of ■ Total Runoff Area = 16.939 ac Runoff Volume = 2.565 of Average Runoff Depth = 1.82" 100.00% Pervious = 16.939 ac 0.00% Impervious = 0.000 ac ■ ■ ■ ■ ■ ■ ■ ■ ■ r ■ ■ ■ ■ ■ ■ ■ ■ ■ UP - Chan HydroCAD Prepared by EVS. Inc. Type // 24-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/12/2013 Summary for Subcatchment E1S: West Runoff = 5.51 cfs @ 12.53 hrs, Volume= 0.785 af, Depth> 1.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" Area (sf) CN Description 208,273 70 Woods, Good, HSG C 52,068 82 Row crops contoured Good, HSG C 260,341 72 Weighted Average 260,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (fttft) (ft/sec) (cfs) 50.6 300 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment E1S: West Hydrograph -- __ _ _.-_.__.. - -_. _. - __ -__ - ■Runoff 5-51 cfs Type II 24-hr 5 10-Yr 24-Hr Rainfall=4.20" 4 Runoff Area=260,341 sf „ Runoff Volume=0.785 of z 0 3 Runoff Depth>1.58" s Flow Length=300' 2 Slope=D.1000 • ' Tc=50.6 min -CN=72 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ ■ ■ UP - Chan HydroCAD Type 1l 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/12/2013 ■ HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 8 ■ Summary for Subcatchment E2S: East ■ Runoff = 15.63 cfs @ 12.36 hrs, Volume= 1.780 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" ■ Area (sf) CN Description ■ 191,010 70 Woods, Good, HSG C 286,516 82 Row crops, contoured, Good, HSG C ■ 477,526 77 Weighted Average 477,526 100.00% Pervious Area Tc Length Slope min) (feet) (ft/ft) 38.3 300 0.2000 11 Description 0.13 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment E2S: East Hydrograph -Type-H 24=hr __________ 10-Yr 24-Hr Rainfa11=4.20" Runoff Area=477,526 sf _Runoff Volume=1.780 of Runoff-Depth>1 M Flow Length=300' Slope=0.2000-Y' Tc=38.3 min --- -- --- --- - CN=77 11 12 13 Time (hours) t L__ L__L__I__J__J__J__1__L__L__ I 1 I I 1 1 I I I I I I I 1 I 1 1 I I I I I I I _L I 1 I I 1 1 I 1 I I I I 1 1 1 I I I I I -__T__r__r__r __I__�__T__T__r__-_ I I I I I I I I I I I I 1 1 I 1__L_ I 1 1 I I 1 I 1 I I I 1 1 1 1 1 1 1 I T __r__r__r.__----- 4__T__r__r_. 1 I 1 1 1 I I I _y _ _I- 1 _� _♦ _F I I I 1 I I 1 I I 1 1 1 1 1 1 1 1 UP - Chan HydroCAD Prepared by EVS, Inc. Type 1124-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/12/2013 Summary for Reach E1 R: Inflow Area = 16.939 ac, 0.00% Impervious, Inflow Depth > 1.82" for 10-Yr, 24-Hr event Inflow = 20.53 cfs @ 12.39 hrs, Volume= 2.565 of Outflow = 20.53 cfs @ 12.39 hrs, Volume= 2.565 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inflow Area=16.9 20' I ------------------- I I I I I I I I I I I 1 I I 1 I I I I 1 I I I I I I I I I I 1 I I 1 1__ L__I__J__J__L__ L_J__ 1 2 3 4 5 Time (hours) 23 ■ Inflow ■ Outflow ■ ■ ■ UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-HrRainfall=6.00" Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 10 ■ Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS ■ Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method . SubcatchmentEll S: West Runoff Area=260,341 sf 0.00% Impervious Runoff Depth>2.95" Flow Length=300' Slope=0.1000'f Tc=50.6 min CN=72 Runoff=10.68 cfs 1.470 of ■ Subcatchment E2S: East Runoff Area=477,526 sf 0.00% Impervious Runoff Depth>3.45" ■ Flow Length=300' Slope=0.2000'f Tc=38.3 min CN=77 Runoff=28.02 cfs 3.148 of Reach El R: Inflow=37.64 cfs 4.618 of ■ Outflow=37.64 cfs 4.618 of Total Runoff Area = 16.939 ac Runoff Volume = 4.618 of Average Runoff Depth = 3.27" ■ 100.00% Pervious = 16.939 ac 0.00% Impervious = 0.000 ac ■ ■ ■ t ■ ■ ■ ■ ■ ■ t ■ ■ ■ t ■ ■ UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-Hr Rainfall=6. 00 " Prepared by EVS, Inc. Printed 9/12/2013 HydroCAD®10 00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment E1 S: West Runoff = 10.68 cfs @ 12.51 hrs, Volume= 1.470 af, Depth> 2.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 firs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 208,273 70 Woods, Good, HSG C _ 52,068 82 Row crops contoured Good HSG C 260,341 72 Weighted Average 260,341 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 50.6 300 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment EIIS: West Hydrograph „ 10, -Type-II-24-hr 10 100-Yr 9 24-Hr Rainfall=6.00" e Runoff Area=260,341 sf Runoff Volume=1.470 of 6 Runoff Depth>2.95" LL 5 Flow Length=300' 4 Slope=0.1000 'r 3 Tc=50.6 min 2 CN--72 11 12 13 Time (hours) --'-_- -----_-.. __..I ©Runoff 24 UP - Chan HydroCAD Prepared by EVS, Inc. Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/1212013 Summary for Subcatchment E2S: East Runoff = 28.02 cfs @ 12.34 hrs, Volume= 3.148 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 191,010 70 Woods, Good, HSG C 286,516 82 Row crops, contoured, Good, HSG C 477,526 77 Weighted Average 477,526 100.00% Pervious Area Tc Length Slope min) (feet) (ft/ft) 38.3 300 0.2000 Velocity Capacity Description 0.13 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment E2S: East Hydrograph ■ RunoR 28 Type 11 24-hr 26 100-Yr - - - 24 24-Hr Rainfall=6.00" 22 20 Runoff Area=477,526 sf 18 Runoff Volume=3.148 of 16 Runoff Depth>3.45" 14 Flow Length=300' 10 Slope=0.2000 'P 8 Tc=38.3 min 6 CN=77 11 12 13 14 1 Time (hours) ■1 UP - Chan HydroCAD Prepared by EVS, Inc. HvdroCAD010.00 s/n 0163( ■1 Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" a Printed 9/12/2013 Summary for Reach E1 R: Inflow Area = 16.939 ac, 0.00% Impervious, Inflow Depth > 3.27" for 100-Yr, 24-Hr event Inflow = 37.64 cfs @ 12.38 hrs, Volume= 4.618 of Outflow = 37.64 cfs @ 12.38 hrs, Volume= 4.618 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach E1R: 42 --. -_- _. - - __. _ 40 31.11 Inflow Area=16.9 38- 36 32 ____J__J__L____J__1__L__L__:__ 30 28. 26 I__1 1 1 ____ I I I I I 1 1 I I _ 24 " 22' e 20 I 1 LL 18 - I I i I I I I i i I 16 14 12__ 10 r--r-r r --- ---- - - - I I I —11 Inflow i 1 I I OuMow I I i I I I I I 1 1 I I I 1 I I I I I I I I I I I 1 I I I 1 I I I 1 1 I 4 _I J _i _4 _L _I _J _♦ 1- -I 1 1 I I I I I I I 1 I I I I I j I I I I I I I I I I 1 I I I 1 I _r I L' 11 14 1 Time (hours) United Properties Powers Place APPENDIX C PROPOSED DRAINAGE EXHIBIT Storm Water Narrative Page 18 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enQ.com `�J 19 1 1 1 Irlll\19LJV I P1 ■ ■ '4 E65\5. ., i6,A42 , 4 Powers Place Chanhassen, MN SUBCATCHMENTS DESCRIPTION AREA CN PIS P2S P3S P4S WOODS, HSG C 3.06 AC 70 WOODS, HSG C 5.50 AC 70 IMPERVIOUS 0.66 AC 98 GRASS COVER, HSG C 0.07 AC 74 IMPERVIOUS 4.09 AC 98 GRASS COVER, HSG C 0.26 AC 74 IMPERVIOUS 3.30 AC 98 NOTE 1. REACH P1R COMBINES THE HYDROGRAPH OF EACH POND OR SUBCATCHMENT DISCHARGING OFFSITE TO PROVIDE AN OVERALL PEAK DISCHARGE TIME AND RATE. N 0 50 100 SC&E® AM900" Proposed Drainage Exhibit ■ PAGE No. 2 9.15.13 United Properties Powers Place 9/15/13 APPENDIX D PROPOSED HYDROCAD Storm Water Narrative Page 19 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com P2S East ndisturbed & P1S North; Developed Northeast Vault E rance Roads West Undisturbed rP I R A P4$ South Vault South; Developed SubCat Reach on IL , ■ ■ ■ UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD®10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Stage -Area -Storage for Pond P3P: Northeast Vault Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 926.00 8,232 0 926.10 8,232 774 926.20 8,232 1,548 926.30 8,232 2,321 926.40 8,232 3,095 926.50 8,232 3,869 926.60 8,232 4,643 926.70 8,232 5,417 926.80 8,232 6,190 926.90 8,232 6,964 927.00 8,232 7,738 927.10 8,232 8,512 927.20 8,232 9,286 927.30 8,232 10,060 927.40 8,232 10,833 927.50 8,232 11,607 927.60 8,232 12,381 927.70 8,232 13,155 927.80 8,232 13,929 927.90 8,232 14,702 928M 8,232 15,476 928.10 8,232 16,250 928.20 8,232 17,024 928.30 8,232 17,798 928.40 8,232 18,571 928.50 8,232 19,345 928.60 8,232 20,119 928.70 8,232 20,893 928.80 8,232 21,667 928.90 8,232 22,440 929.00 8,232 23,214 929.10 8,232 23,988 929.20 8,232 24,762 929.30 8,232 25,536 929.40 8,232 26,309 929.50 8,232 27,083 929.60 8,232 27,857 929.70 8,232 28,631 929.80 8,232 29,405 929.90 8,232 30,179 930.00 8,232 30,952 930.10 8,232 31,726 930.20 8,232 32,500 930.30 8,232 33,274 930.40 8,232 34,048 930.50 8,232 34,821 930.60 8,232 35,595 930.70 8,232 36,369 930.80 8,232 37,143 930.90 8,232 37,917 931.00 8,232 38,690 931.10 8,232 39,464 931.20 8,232 40,238 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 931.30 8,232 41,012 931.40 8,232 41,786 931.50 8,232 42,559 931.60 8,232 43,333 931.70 8,232 44,107 931.80 8,232 44,881 931.90 8,232 45,655 932.00 8,232 46,428 932.10 8,232 47,202 932.20 8,232 47,976 932.30 8,232 48,750 932.40 8,232 49,524 932.50 8,232 50,298 932.60 8,232 51,071 932.70 8,232 51,845 932.80 8,232 52,619 932.90 8,232 53,393 933.00 8,232 54,167 933.10 8,232 54,940 933.20 8,232 55,714 933.30 8,232 56,488 933.40 8,232 57,262 933.50 8,232 58,036 933.60 8,232 58,809 933.70 8,232 59,583 933.80 8,232 60,357 933.90 8,232 61,131 934.00 8,232 61,905 934.10 8,232 61,905 934.20 8,232 61,905 934.30 8,232 61,905 934.40 8,232 61,905 934.50 8,232 61,905 934.60 8,232 61,905 934.70 8,232 61,905 934.80 8,232 61,905 934.90 8,232 61,905 935.00 8,232 61,905 935.10 8,232 61,905 935.20 8,232 61,905 935.30 8,232 61,905 935.40 8,232 61,905 ■ ■ ■ UP - Chan HydroCAD Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD®10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Stage -Area -Storage for Pond P4P: South Vault Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 929.00 6,860 0 929.10 6,860 645 929.20 6,860 1,290 929.30 6,860 1,935 929.40 6,860 2,579 929.50 6,860 3,224 929.60 6,860 3,869 929.70 6,860 4,514 929.80 6,860 5,159 929.90 6,860 5,804 930.00 6,860 6,448 930.10 6,860 7,093 930.20 6,860 7,738 930.30 6,860 8,383 930.40 6,860 9,028 930.50 6,860 9,673 930.60 6,860 10,317 930.70 6,860 10,962 930.80 6,860 11,607 930.90 6,860 12,252 931.00 6,860 12,897 931.10 6,860 13,542 931.20 6,860 14,186 931.30 6,860 14,831 931.40 6,860 15,476 931.50 6,860 16,121 931.60 6,860 16,766 931.70 6,860 17,411 931.80 6,860 18,056 931.90 6,860 18,700 932.00 6,860 19,345 932.10 6,860 19,990 932.20 6,860 20,635 932.30 6,860 21,280 932.40 6,860 21,925 932.50 6,860 22,569 932.60 6,860 23,214 932.70 6,860 23,859 932.80 6,860 24,504 932.90 6,860 25,149 933.00 6,860 25,794 933.10 6,860 26,438 933.20 6,860 27,083 933.30 6,860 27,728 933.40 6,860 28,373 933.50 6,860 29,018 933.60 6,860 29,663 933.70 6,860 30,307 933.80 6,860 30,952 933.90 6,860 31,597 934.00 6,860 32,242 934.10 6,860 32,887 934.20 6,860 33,532 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 934.30 6,860 34,177 934.40 6,860 34,821 934.50 6,860 35,466 934.60 6,860 36,111 934.70 6,860 36,756 934.80 6,860 37,401 934.90 6,860 38,046 935.00 6,860 38,690 935.10 6,860 39,335 935.20 6,860 39,980 935.30 6,860 40,625 935.40 6,860 41,270 935.50 6,860 41,915 935.60 6,860 42,559 935.70 6,860 43,204 935.80 6,860 43,849 935.90 6,860 44,494 936.00 6,860 45,139 936.10 6,860 45,784 936.20 6,860 46,428 936.30 6,860 47,073 936.40 6,860 47,718 936.50 6,860 48,363 936.60 6,860 49,008 936.70 6,860 49,653 936.80 6,860 50,298 936.90 6,860 50,942 937.00 6,860 51,587 937.10 6,860 51,587 937.20 6,860 51,587 937.30 6,860 51,587 937.40 6,860 51,587 937.50 6,860 51,587 937.60 6,860 51,587 937.70 6,860 51,587 937.80 6,860 51,587 937.90 6,860 51,587 938.00 6,860 51,587 938.10 6,860 51,587 938.20 6,860 51,587 938.30 6,860 51,587 ■ ■ ■ UP - Chan HydroCAD Type/1 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 2 ■ Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS ■ Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ■ Subcatchment P1S: West Undisturbed Runoff Area=133,334 sf 0.00% Impervious Runoff Depth>0.60" Flow Length=250' Slope=0.10007 Tc=43.7 min CN=70 Runoff=1.00 cfs 0.152 of ■ SubcatchmentP2S: East Undisturbed& Runoff Area=268,015 sf 10.69% Impervious Runoff Depth>0.73" ■ Flow Length=200' Slope=0.2000 7 Tc=27.7 min CN=73 Runoff=3.64 cfs 0.374 of ■ Subcatchment P3S: North; Developed Runoff Area=181,186 sf 98.26% Impervious Runoff Depth>2.57" Tc=10.0 min CN=98 Runoff=14.26 cfs 0.889 of SubcatchmentP4S: South; Developed Runoff Area=155,378 sf 92.57% Impervious Runoff Depth>2.35" Tc=10.0 min CN=96 Runoff=11.73 cfs 0.699 of Reach P1 R: Inflow=7.07 cfs 2.039 of Outflow=7.07 cfs 2.039 of Pond P3P: Northeast Vault Peak Elev=931.47' Storage=19,130 cf Inflow=14.26 cfs 0.889 of Outflow=1.44 cfs 0.845 of Pond P4P: South Vault Peak Elev=934.28' Storage=14,691 cf Inflow=11.73 cfs 0.699 of Outflow=1.35 cfs 0.668 of Total Runoff Area = 16.940 ac Runoff Volume = 2.114 of Average Runoff Depth =1.50" 52.50% Pervious = 8.893 ac 47.50% Impervious = 8.047 ac UP - Chan HydroCAD Prepared by EVS, Inc. Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/14/2013 Summary for Subcatchment P1S: West Undisturbed Runoff = 1.00 cfs @ 12.48 hrs, Volume= 0.152 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" _ Area (sf) CN Description 133,334 70 Woods Good, HSG C 133,334 100.00% Pervious Area Tc Length Capacity Description 43.7 250 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment P1S: West Undisturbed Hydrograph ■ Runoff ' Type 1124-hr 2-Yr 24-Hr Rainfall=2.80" Runoff Area=133,334 sf Runoff Volume=0.152 of 0 Runoff Depth>0.60" LL Flow Length=250' Slope=0.1000 '/' Tc=43.7 min CN=70 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Time (hours) UP - Chan HydroCAD Type 1124-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment P2S: East Undisturbed & Entrance Roads Runoff = 3.64 cfs @ 12.25 hrs, Volume= 0.374 af, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 239,368 70 Woods, Good, HSG C 28,647 98 Paved roads w/curbs & sewers, HSG C 268,015 73 Weighted Average 239,368 89.31 % Pervious Area 28,647 10.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.7 200 0.2000 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment P2S: East Undisturbed & Entrance Roads ® Runa6 Type II 24-hr 2-Yr 3 24-Hr Rainfall=2.80" Runoff Area=268,015 sf Runoff Volume=0.374 of U 2 Runoff Depth>0.73" LL Flow Length=200' Slope=0.2000 'P Tc=27.7 min CN=73 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hw m) UP - Chan HydroCAD Prepared by EVS, Inc. Software Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/14/2013 Summary for Subcatchment P3S: North; Developed Runoff = 14.26 cfs @ 12.01 hrs, Volume= 0.889 af, Depth> 2.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 3,154 74 >75% Grass cover, Good, HSG C 178,032 98 Roofs HSG C 181,186 98 Weighted Average 3,154 1.74% Pervious Area 178,032 98.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P3S: North; Developed Hydrograph -- _- .----------- ■Runoff 14.26 Cfs 14 Type II 24-hr 13 2wr11 ..-- -- -. ----. - -. 12 24r-Hr Rainfall=2.80" 10 Runoff Area=181,186 sf 9 Runoff Volume=0.889 of 8 LL 7 Runoff Depth>2.57" 6 Tc=10.0 min 5 C N=98 -- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) UP - Chan HydroCAD Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD®10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment P4S: South; Developed Runoff = 11.73 cfs @ 12.01 hrs, Volume= 0.699 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Yr, 24-Hr Rainfall=2.80" Area (sf) CN Description 11,543 74 >75% Grass cover, Good, HSG C 143,835 98 Roofs, HSG C 155,378 96 Weighted Average 11,543 7.43% Pervious Area 143,835 92.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment P4S: South; Developed Hydrograph 12 Type 1124-hr 11 -2-Yr 10 9 24-Hr Rainfa11=2.80" a Runoff Area=155,378 sf 7 Runoff Volume=0.699 of 8 Runoff Depth>2.35" 5 Tc=10.0 min 4 CN=96 a o n, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) UP - Chan HydroCAD Type/1 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 @ 2011 HvdroCAD Software Solutions LLC Page 7 Summary for Reach P1 R: Inflow Area = 16.940 ac, 47.50% Impervious, Inflow Depth > 1.44" for 2-Yr, 24-Hr event Inflow = 7.07 cfs @ 12.28 hrs, Volume= 2.039 of Outflow = 7.07 cfs @ 12.28 hrs, Volume= 2.039 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach P1R: Hydrograph "" knflow Area=16.9Z 7 g I IIII I I I I 1 1 1 I i I I I I I __ _J _ _1 _L_ I J _ I 1 I I I I I I 4 LL 3 1 2 1 1 I I 1 I I I I 1 1 I 1 I I I I 1 11 12 13 14 15 16 17 18 19 20 21 22 Time (hours) ■ ■ ■ UP - Chan HydroCAD Type/1 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD010.00 s/n 01636 02011 HydroCAD Software Solutions LLC Page 8 Summary for Pond P3P: Northeast Vault Inflow Area = 4.159 ac, 98.26% Impervious, Inflow Depth > 2.57" for 2-Yr, 24-Hr event Inflow = 14.26 cfs @ 12.01 hrs, Volume= 0.889 of Outflow = 1.44 cfs @ 12.50 hrs, Volume= 0.845 af, Atten= 90%, Lag= 29.4 min Primary = 1.44 cfs @ 12.50 hrs, Volume= 0.845 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 931.47' @ 12.50 hrs Surf.Area= 8,232 sf Storage= 19,130 cf Plug -Flow detention time= 177.7 min calculated for 0.844 of (95% of inflow) Center -of -Mass det. time= 148.5 min (906.6 - 758.1 ) Volume Invert Avail.Storage Storage Description _ #1 929.00' 38,690 cf Custom Stage Data (Prismatic)Listed below (Recalc) 41,160 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 929.00 8,232 0 0 934.00 8,232 41,160 41,160 Device Routing Invert Outlet Devices #1 Primary 926.45' 15.0" Round Culvert L= 175.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 926.45' / 915.50' S= 0.0626 T Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 929.00' 6.0" Vert. Orifice/Grate C= 0.600 w #3 Device 1 931.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 Width (feet) 0.50 0.50 grinatCz OutFlow Max=1.44 cfs @ 12.50 hrs HW=931.47' (Free Discharge) Culvert (Passes 1.44 cfs of 15.49 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.41 cfs @ 7.18 fps) __ 3=Custom Weir/Orifice (Weir Controls 0.03 cfs @ 0.88 fps) UP - Chan HydroCAD Prepared by EVS, Inc. 1 Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Printed 9/14/2013 Pond P3P: Northeast Vault 14.e Inflow Area=4A 59 ac Peak Elev=931.47' Storage=19,130 cf 1 1 I 1 I 1 1 I 1 I I I I I 1 1 I I I I I I I I I 1 1 I I I I I I I 1 ----------------------------------- 1 I 1 1 1 1 1__L_J___I__1__L__L 1 I 1 1 1 I I I I I 1 I 1 1 1 I I I 1 1 I I I 1 I 1 I 1 I __ti _I _J _♦ _F _I _-1 _J 4 _F _I .. I I I I I _L J _J _1 _L _L _ I I I 1 I I I I 1 I I I I I I -I I I I I I I I I I I I I I I I I I I I 1__ __L_J__J__ I I I I I 1 I I 1 I I I _T _r _r _I. I 1 I 1 1 I I 1 1 I � 11 12 13 14 15 16 17 18 19 Time (hours) ■ Inflow ■ Primary ■ ■ ■ UP - Chan HydroCAD Type lI 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 ■ H droCADS 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 10 ■ Summary for Pond P4P: South Vault ■ Inflow Area = 3.567 ac, 92.57% Impervious, Inflow Depth > 2.35" for 2-Yr, 24-Hr event Inflow = 11.73 cfs @ 12.01 hrs, Volume= 0.699 of ■ Outflow = 1.35 cfs @ 12.45 hrs, Volume= 0.668 af, Atten= 89%, Lag= 26.2 min Primary = 1.35 cfs @ 12.45 hrs, Volume= 0.668 of ■ Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ■ Peak Elev= 934.28' @ 12.45 hrs Surf.Area= 6,860 sf Storage= 14,691 cf ■ Plug -Flow detention time= 147.7 min calculated for 0.668 of (96% of inflow) Center -of -Mass det. time= 121.3 min (898.4 - 777.1 ) ■ Volume Invert Avail.Storage Storage Description ■ #1 932.00' 32,242 cf Custom Stage Data (Prismatic)Listed below (Recalc) 34,300 cf Overall x 94.0% Voids ■ Elevation Surf.Area Inc.Store Cum.Store ■ (feet) (sq-ft) (cubic -feet) (cubic -feet) 932.00 6,860 0 0 ■ 937.00 6,860 34,300 34,300 ■ Device Routing Invert Outlet Devices #1 Primary 931.85' 15.0" Round Culvert ■ L= 355.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 931.85' / 902.25' S= 0.0834 T Cc= 0.900 ■ n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 932.00' 6.0" Vert. Orifice/Grate C= 0.600 ■ #3 Device 1 934.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 ■ Width (feet) 0.50 0.50 ■ Primary OutFlow Max=1.35 cfs @ 12.45 hrs HW=934.28' (Free Discharge) Culvert (Passes 1.35 cfs of 9.92 cfs potential flow) ■ 2=Orifice/Grate (Orifice Controls 1.35 cis @ 6.86 fps) 3=Custom Weir/Orifice ( Controls 0.00 cfs) ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ UP - Chan HydroCAD Type 11 24-hr 2-Yr, 24-Hr Rainfall=2.80" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 11 Pond P4P: South Vault 13 _ _,._'__.__'__ L11.1 12 Inflow Area=3.567 ac 11--Peak-Elev=934.28' 10 ------' --- --- _. 9 Storage=14,691 cf 6 LL 1. 10 11 12 13 Time (hours) Inflow fs........... + . _.__ ■Primary I 1 1 I I I I I I 1 I I I I 1 I I 1 1 1 I 1 I 1 1 1 1 1 I I 1 I I I 1 I 1 I I �-- _ 1 1 I I 1 I 1 I I 1 1 I I J1L_J__J__1__L__L__I. I 1 I I 1 I 1 1 I 1 I 1 1 I I I I 1 1 I I 1 1 I I 1 1 1 I I I I 1 I I I 1 I I I I 1 I 1 1 I 1 I I I I I I I 1 I 1 I I 1 I I I I I 1 I I I 1 I I I 1 I 1 r 1 I I I I I 1 I I I I I I I I I I I I I 1 I 1 UP - Chan HydroCAD Type/1 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD®10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Pace 12 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentPlIS: West Undisturbed Runoff Area=133,334 sf 0.00% Impervious Runoff Depth>1.44" Flow Length=250' Slope=0.1000'f Tc=43.7 min CN=70 Runoff=2.81 cfs 0.368 of Subcatchment P2S: East Undisturbed & Runoff Area=268,015 sf 10.69% Impervious Runoff Depth>1.66" Flow Length=200' Slope=0.2000 7 Tc=27.7 min CN=73 Runoff=9.08 cfs 0.850 of SubcatchmentP3S: North; Developed Runoff Area=181,186 sf 98.26% Impervious Runoff Depth>3.96" Tc=10.0 min CN=98 Runoff=21.58 cfs 1.372 of SubcatchmentP4S: South; Developed Runoff Area=155,378 sf 92.57% Impervious Runoff Depth>3.73" Tc=10.0 min CN=96 Runoff=18.12 cfs 1.109 of Reach P1 R: Inflow=18.51 cfs 3.603 of Outflow=18.51 cfs 3.603 of Pond P3P: Northeast Vault Peak Elev=932.57' Storage=27,587 cf Inflow=21.58 cfs 1.372 of Outflow=3.78 cfs 1.314 of Pond P4P: South Vault Peak Elev=935.38' Storage=21,805 cf Inflow=18.12 cfs 1.109 of Outflow=3.51 cfs 1.070 of Total Runoff Area = 16.940 ac Runoff Volume = 3.700 of Average Runoff Depth = 2.62" 52.50% Pervious = 8.893 ac 47.50% Impervious = 8.047 ac UP - Chan HydroCAD Type 11 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD®10 00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Paae 13 Summary for Subcatchment PIS: West Undisturbed Runoff = 2.81 cfs @ 12.44 hrs, Volume= 0.368 af, Depth> 1.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" Area (sf) CN Description 133,334 70 Woods Good, HSG C 133,334 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 43.7 250 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment PIS: West Undisturbed Hydrograph Type II 24-hr 10-Yr 24-Hr Rainfall=4.20" z Runoff Area=133,334 sf „ Runoff Volume=0.368 of 3 Runoff Depth>1.44" 0 LL Flow Length=250' Slope=0.1000 `1' Tc=43.7 min CN=70 i ----- ■RunoR n o�1 Time (hours) UP - Chan HydroCAD Type/1 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 H dro AD010.00 s/n 01636 02011 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment P2S: East Undisturbed 8r Entrance Roads Runoff = 9.08 cfs @ 12.23 hrs, Volume= 0.850 af, Depth> 1.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" Area (sf) CN Description 239,368 70 Woods, Good, HSG C 28,647 98 Paved roads w/curbs & sewers, HSG C 268,015 73 Weighted Average 239,368 89.31 % Pervious Area 28,647 10.69% Impervious Area Tc Length Slope min) (feet) (ft/ft) 27.7 200 0.2000 Description 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment P2S: East Undisturbed 8r Entrance Roads Hydrograph 9 Type II 24-hr 8 10-Yr 24-Hr Rainfall=4.20" _Runoff Area=268,015 sf a' s Runoff Volume=0.850 of g 5 Runoff Depth>1.66" LL Flow Length=200' 4 Slope=0.2000 T 3 Tc=27.7 min 2 CN=73 11 12 13 14 Time (hours) p Runoft UP - Chan HydroCAD Prepared by EVS, Inc. Type l/ 24-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/14/2013 LLC Summary for Subcatchment P3S: North; Developed Runoff = 21.58 cfs @ 12.01 hrs, Volume= 1.372 af, Depth> 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" Area (sf) CN Description 3,154 74 >75% Grass cover, Good, HSG C 178,032 98 Roofs HSG C 181,186 98 Weighted Average 3,154 1.74% Pervious Area 178,032 98.26% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P3S: North; Developed Hydrograph ------------------ - 21.58 cfs -Type-11 24-hr 10-Yr 24-Hr Rainfall=4.20" Runoff Area=181,186 sf -Runoff Volume=1.372 of Runoff Depth>3.96" Tc=10.0 min--- --- -- L_J_ I I I I I I I I I I 11 12 13 14 15 16 17 18 19 20 Time (hours) ■ ■ ■ UP - Chan HydroCAD Type 1124-hr 10-Yr, 24-HrRainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment P4S: South; Developed ■ Runoff = 18.12 cfs @ 12.01 hrs, Volume= 1.109 af, Depth> 3.73" ■ Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Yr, 24-Hr Rainfall=4.20" ■ Area (sf) CN Description ■ 11,543 74 >75% Grass cover, Good, HSG C 143,835 98 Roofs, HSG C ■ 155,378 96 Weighted Average 11,543 7.43% Pervious Area 143,835 92.57% Impervious Area ■ Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) ■ 10.0 Direct Entry, Subcatchment P4S: South; Developed Hydrograph _L _L _L _ Q ,�,,jjpp =1 .RIa1� I 1U.12 �1J 1 1 1 1 _I _♦ _L _L _I _J _J_ J 1 _4 16 I .Type 24, 17 .--; _ _ � _y -t - I Y -Y -I 16 D-* _1_^ __y__,__-__r__r__I___I__y 15 1 r 1 1 11 -2444r Rainfall=4.20ems- -- 14 12 Runoff Area=155,378 sf t 11 Runoff Volume=1.109 of 10 - - ------------- - LL 9 go Runoff Depttu3.73-,- _ ;- -7c=10.0: min. _ - L 6 CN=95 - 5 F 4 1 I 1 4 1 1 1 1 ....................... 3 2 1 _ _ 11 12 13 Time (hours) I 1 I I 1 1 1 1 1 I -J h -f -I- _I -y _J _J ♦ F 1 1 1 I 1 1 1 I 1 I 1 1 I 1 I I 1 1 I 1 1 1 1 1 I I I I I I 1 I I I I 1 I I 1 I 1 1 I 1 - ------------------------------ I 1 I I I I 1 1 I 1 1 1 1 I I I I 1 I 1 I 1 1 I I 1 I III I 1 I I I I I I I I 1 I I I I I I 1 1 1 I 1 I I I I 1 I I 1 1 1 I I i _L _F _I _.� _y _J _♦ _L } V I I I 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 1 I I I 1 1 I 1 I 1 I I I I I 1 -T--r-r--r--I r--�--r r--r-- UP - Chan HydroCAD Type 1124-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD®10.00 s/n 01636 ® 2011 HydroCAD Software Solutions LLC Page 17 Summary for Reach P1R: Inflow Area = 16.940 ac, 47.50% Impervious, Inflow Depth > 2.55" for 10-Yr, 24-Hr event Inflow = 18.51 cfs @ 12.26 hrs, Volume= 3.603 of Outflow = 18.51 cfs @ 12.26 hrs, Volume= 3.603 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach P1 R: Hydrograph ■ Inflow 0 Outflow Time (hours) UP - Chan HydroCAD Type/1 24-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 18 Summary for Pond P3P: Northeast Vault Inflow Area = 4.159 ac, 98.26% Impervious, Inflow Depth > 3.96" for 10-Yr, 24-Hr event Inflow = 21.58 cfs @ 12.01 hrs, Volume= 1.372 of Outflow = 3.78 cfs @ 12.29 hrs, Volume= 1.314 af, Atten= 82%, Lag= 16.9 min Primary = 3.78 cfs @ 12.29 hrs, Volume= 1.314 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 932.57' @ 12.29 hrs Surf.Area= 8,232 sf Storage= 27,587 cf Plug -Flow detention time= 164.0 min calculated for 1.311 of (96% of inflow) Center -of -Mass det. time= 138.1 min (887.8 - 749.7 ) Volume Invert Avail.Storage Storage Description #1 929.00' 38,690 cf Custom Stage Data (Prismatic)Listed below (Recalc) 41,160 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 929.00 8,232 0 0 934.00 8,232 41,160 41,160 Device Routing Invert Outlet Devices #1 Primary 926.45' 15.0" Round Culvert L= 175.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert-- 926.45' / 915.50' S= 0.0626'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 929.00' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 931.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 Width (feet) 0.50 0.50 Primary OutFlow Max=3.78 cfs @ 12.29 hrs HW=932.56' (Free Discharge) 'tTCulvert (Passes 3.78 cfs of 17.30 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.72 cfs @ 8.77 fps) 3=Custom Weir/Orifice (Weir Controls 2.06 cfs @ 3.53 fps) UP - Chan HydroCAD Prepared by EVS, Inc. 1 Type 11 24-hr 10-Yr, 24-Hr Rainfall=4.20" Printed 9/14/2013 Software Solutions LLC Pond P3P: Northeast Vault Hydrograph I -- _- __ --__,Inflow - rL1r111 --IIII rIIL1r1I _-__-_--__rLIrLI1Ir11 Area=4.159-a---I--;-- __.1yJI1II _-J_IIIIIIII ' _IIII1I lIII TIIII Peak -Elev=932.v7`- Storage-27;5>7 _ V€ __ I I _-- I I I I I 1 I I I I I I i I I I I I I I- 1- r r- r I I I 1 I I I I I I I 1 I I I I I I _I _J__L_1 _L _L 1 1 I 1 _1 _L _I _J _1 _L _L_J 1 I I --------------------- ____1__�__.__r__I__�____r __I__ - ,. I 1 I 1 _ _ _ 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ■ Primary ■ ■ ■ UP - Chan HydroCAD Type 1124-hr 10-Yr, 24-Hr Rainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCADO 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 20 ■ Summary for Pond P4P: South Vault ■ Inflow Area = 3.567 ac, 92.57% Impervious, Inflow Depth > 3.73" for 10-Yr, 24-Hr event Inflow = 18.12 cfs @ 12.01 hrs, Volume= 1.109 of ■ Outflow = 3.51 cfs @ 12.27 hrs, Volume= 1.070 af, Atten= 81%, Lag= 15.6 min Primary = 3.51 cfs @ 12.27 hrs, Volume= 1.070 of ■ Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 935.38' @ 12.27 hrs Surf.Area= 6,860 sf Storage= 21,805 cf Plug -Flow detention time= 137.7 min calculated for 1.070 of (96% of inflow) Center -of -Mass det. time= 115.9 min ( 881.5 - 765.7 ) ■ Volume Invert Avail.Storage Storage Description ■ #1 932.00' 32,242 cf Custom Stage Data (Prismatic)Listed below (Recalc) 34,300 cf Overall x 94.0% Voids ■ Elevation Surf.Area Inc.Store Cum.Store ■ (feet) (sq-ft) (cubic -feet) (cubic -feet) 932.00 6,860 0 0 937.00 6,860 34,300 34,300 ■ Device Routing Invert Outlet Devices #1 Primary 931.85' 15.0" Round Culvert ■ L= 355.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 931.85' / 902.25' S= 0.0834 '/' Cc= 0.900 ■ n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 932.00' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 934.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 ■ Width (feet) 0.50 0.50 ■ Primary OutFlow Max=3.51 cfs @ 12.27 hrs HW=935.38' (Free Discharge) Culvert (Passes 3.51 cfs of 12.58 cfs potential flow) ■ 2=Orifice/Grate (Orifice Controls 1.67 cfs @ 8.52 fps) 3=Custom Weir/Orifice (Weir Controls 1.83 cfs @ 3.40 fps) UP - Chan HydroCAD Type II 24-hr 10-Yr, 24-HrRainfall=4.20" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 02011 HydroCAD Software Solutions LLC Page 21 Pond P4P: South Vault 18 -Infbw Area=1667-a1 _ Peak-glov=938:318` _- atorage=21, 8O5_icf-_ _ 1 1 I I I I I I I I 1 I 1 I I I I I I I 1 I 1 -I Y -♦ _f _I -1 4 -h Y y I I I I I I 1 I 1 1 1 3.5 L__I__J__1__1__I_____ J ------------- -- -------,--,---;-- _1__L__I__J__1__L__L_J__ minnow 1 Pnmary I 1 1 I I I I I i I I I 1 I r I I 1 I I I I I I I I 1 1 I 1 1 I 1 1 1 I I I I 1 I 1 I r r I I I I I I r L__I__J__1__L_J__J__1__L__L_1__ 1 I 1 I I 1 I I 1 I 1 _L 1 I 1 I I I I I r I I -1- I Y 1 _h I -Y -♦ _Y -r -1 I I I I I I I I I , I 1 I I I 1 I I I I I I Cfs ;-- --- I _l__I__J__1__L__IIL__1__ I__ 1 I I I I I I I _J _1 I I _ I _I I r 1 I 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (houm) ■ ■ ■ UP - Chan HydroCAD Type/1 24-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCADO 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 22 ■ Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS ■ Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ■ SubcatchmentPlIS: West Undisturbed Runoff Area=133,334 sf 0.00% Impervious Runoff Depth>2.77" Flow Length=250' Slope=0.1000'f Tc=43.7 min CN=70 Runoff=5.67 cfs 0.707 of ■ Subcatchment P2S: East Undisturbed & Runoff Area=268,015 sf 10.69% Impervious Runoff Depth>3.07" ■ Flow Length=200' Slope=0.2000'f Tc=27.7 min CN=73 Runoff=17.26 cfs 1.572 of ■ SubcatchmentP3S: North; Developed Runoff Area=181,186 sf 98.26% Impervious Runoff Depth>5.75" Tc=10.0 min CN=98 Runoff=30.95 cfs 1.994 of Subcatchment P4S: South; Developed Runoff Area=155,378 sf 92.57% Impervious Runoff Depth>5.52" ■ Tc=10.0 min CN=96 Runoff=26.24 cfs 1.640 of Reach P1 R: Inflow=37.45 cfs 5.783 of ■ Outflow=37.45 cfs 5.783 of Pond P3P: Northeast Vault Peak Elev=933.84' Storage=37,443 cf Inflow=30.95 cfs 1.994 of ■ Outflow=8.26 cfs 1.913 of Pond P4P: South Vault Peak Elev=936.62' Storage=29,780 cf Inflow=26.24 cfs 1.640 of ■ Outflow=7.76 cfs 1.590 of ■ Total Runoff Area = 16.940 ac Runoff Volume = 5.914 of Average Runoff Depth = 4.19" ■ 52.50% Pervious = 8.893 ac 47.50% Impervious = 8.047 ac ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ UP - Chan HydroCAD Prepared by EVS, Inc. Type // 24-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 Summary for Subcatchment PIS: West Undisturbed Runoff = 5.67 cfs @ 12.42 hrs, Volume= 0.707 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 133,334 70 Woods Good HSG C 133,334 100.00% Pervious Area Tc Length Slope Description 43.7 250 0.1000 0.10 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" Subcatchment PIS: West Undisturbed Hydrograph Type II 24-hr 5 100-Yr 24-Hr Rainfall=6.00" 4 Runoff Area=133,334 sf a Runoff Volume=0.707 of g 3 Runoff Depth>2.77" LL Flow Length=250' 2 Siope=0.1000 '/' Tc=43.7 min CN=70 11 12 13 14 15 16 17 18 19 20 21 22 Time (hours) ■ Runoff UP - Chan HydroCAD Type // 24-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment P2S: East Undisturbed & Entrance Roads Runoff = 17.26 cfs @ 12.22 hrs, Volume= 1.572 af, Depth> 3.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 239,368 70 Woods, Good, HSG C 28,647 98 Paved roads w/curbs & sewers, HSG C 268,015 73 Weighted Average 239,368 89.31 % Pervious Area 28,647 10.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.7 200 0.2000 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.80" = ,c a: LL Subcatchment P2S: East Undisturbed & Entrance Roads Hydrograph ----------- 17.26 cfs Type II 24-hr 100-Yr 24-Hr Rainfall=6.00" ----- Runoff Area=268,015 sf Runoff Volume=1.572_af Runoff Depth>3.07" Flow Length=200' _ Slope=0.2000'h - - - - - - - - --- Tc=27.7,min _------------------ CN=73 1 2 3 4 Time (hours) ------------------------- ,_ 19 20 21 22 23 24 UP - Chan HydroCAD Type 1124-hr 100-Yr. 24-Hr Rainfall=6. 00" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 @ 2011 HydroCAD Software Solutions LLC Pape 25 Summary for Subcatchment P3S: North; Developed Runoff = 30.95 cfs @ 12.01 hrs, Volume= 1,994 af, Depth> 5.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00r' Area (sf) CN Description 3,154 74 >75% Grass cover, Good, HSG C 178,032 98 Roofs HSG C 181,186 98 Weighted Average 3,154 1.74% Pervious Area 178,032 98,26% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P3S: North; Developed Hydrograph 30.95 cfs I Typed-24-hr 400 Yr- - 24--Hr: RWi nfa11=6.00" Runoff Area=181,186 sf ; Runoff 'Vol ume=f.994 at. I 7 Runoff Depth>5.75'" Tc=1Q.0; min _J I I I I 1 I I I I 1 CA1�991i 1 - I � I r I r I Time (hours( - _I ■ Runoff j ■ 23 24 UP - Chan HydroCAD Prepared by EVS, Inc. HydroCAD® 10.00 s/n 0163E Type 11 24-hr 100-Yr, 24-Hr Rainfal1=6.00" Printed 9/14/2013 Summary for Subcatchment P4S: South; Developed Runoff = 26.24 cfs @ 12.01 hrs, Volume= 1.640 af, Depth> 5.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Area (sf) CN Description 11,543 74 >75% Grass cover, Good, HSG C 143,835 98 Roofs, HSG C 155,378 96 Weighted Average 11,543 7.43% Pervious Area 143,835 92.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ff) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P4S: South; Developed Hydrograph 26.24 cfs 26 Type II 24-hr 24 100-Yr------- -22 20 . 24-H r Rainfall=6.00" - - - _ .,. 18 Area=155,378 sf 16 _Runoff Runoff Volume=1.640 of ° 14 LL Runoff Depth>5.52" - 12 10 -Tc=10.0 min 6 - CN=96 - - L----------------- Time (hours( UP - Chan HydroCAD Prepared by EVS, Inc. Type II 24-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 Solutions LLC Summary for Reach P1 R: Inflow Area = 16.940 ac, 47.50% Impervious, Inflow Depth > 4.10" for 100-Yr, 24-Hr event Inflow = 37.45 cfs @ 12.24 hrs, Volume= 5.783 of Outflow = 37.45 cfs @ 12.24 hrs, Volume= 5.783 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach P1 R: Hydrograph r I 1 ■nflow I S -11-W 1 I I 1 I I I I I I _L__L_J__J__L__L r I I I I 1 I I I I I I I I I I I I I I 1 I I L _ I I I I -r -1 -T -r -r I 1 I I 1 I I I , I -r 'i--r--r'-r-�--r--r--r- I I I I 11 12 13 Time (hours) UP - Chan HydroCAD Type/1 24-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD®10.00 s/n 01636 ® 2011 HydroCAD Software Solutions LLC Page 28 Summary for Pond P3P: Northeast Vault Inflow Area = 4.159 ac, 98.26% Impervious, Inflow Depth > 5.75" for 100-Yr, 24-Hr event Inflow = 30.95 cfs @ 12.01 hrs, Volume= 1.994 of Outflow = 8.26 cfs @ 12.21 hrs, Volume= 1.913 af, Atten= 73%, Lag= 12.4 min Primary = 8.26 cfs @ 12.21 hrs, Volume= 1.913 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 933.84' @ 12.21 hrs Surf.Area= 8,232 sf Storage= 37,443 cf Plug -Flow detention time= 143.5 min calculated for 1.913 of (96% of inflow) Center -of -Mass det. time= 118.3 min ( 862.0 - 743.7 ) Volume Invert Avail.Storage Storage Description #1 929.00' 38,690 cf Custom Stage Data (Prismatic)Listed below (Recalc) 41,160 cf Overall x 94.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 929.00 8,232 0 0 934.00 8,232 41,160 41,160 _Device Routing Invert Outlet Devices #1 Primary 926.45' 15.0" Round Culvert L= 175.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 926.45' / 915.50' S= 0.0626'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 929.00' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 931.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 Width (feet) 0.50 0.50 Primary OutFlow Max=8.23 cfs @ 12.21 hrs HW=933.83' (Free Discharge) Culvert (Passes 8.23 cfs of 18.82 ds potential flow) S 2=Orifice/Grate (Orifice Controls 2.02 cfs @ 10.31 fps) 3=Custom Weir/Orifice (Weir Controls 6.21 cfs @ 5.11 fps) S UP - Chan HydroCAD Type 11 24-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 HydroCAD® 10.00 s/n 01636 m 2011 HydroCAD Software Solutions LLC Pape 29 Pond P3P: Northeast Vault Hydrograph InfIO.W Area=4.159 Peak Elev=933.84' Storage=37;443 cf --�--�--�--� r I 1 I_ ■ Inflow 95 cfs _ - , — , I I I 0 Primary I I I I 1 I I I I I 1 1 I I I 1 I I I I I I I I I ____ __ _ 1 I 1 1 I I I I 1 I 1 1 I I I 1 I 1 1 I I I I I I I I I 1 I I I I I I 1 1 I I I I I I I 1 1 I I _L_J I I I I rf5 I I I I I 1 I I 1 I I 1 I I I I 1 I I __I__1__7__r__I__1__7__r__r__I__ I I I 1 I 1 1 I 11 12 13 Time (hours) ■ ■ ■ UP - Chan HydroCAD Type/1 24-hr 100-Yr, 24-Hr Rainfall=6.00" Prepared by EVS, Inc. Printed 9/14/2013 ■ HydroCAD®10.00 s/n 01636 © 2011 HydroCAD Software Solutions LLC Pane 30 ■ Summary for Pond P4P: South Vault ■ Inflow Area = 3.567 ac, 92.57% Impervious, Inflow Depth > 5.52" for 100-Yr, 24-Hr event Inflow = 26.24 cfs @ 12.01 hrs, Volume= 1.640 of ■ Outflow = 7.76 cfs @ 12.20 hrs, Volume= 1.590 af, Atten= 70%, Lag= 11.6 min Primary = 7.76 cfs @ 12.20 hrs, Volume= 1.590 of ■ Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 936.62' @ 12.20 hrs Surf.Area= 6,860 sf Storage= 29,780 cf Plug -Flow detention time= 120.2 min calculated for 1.590 of (97% of inflow) Center -of -Mass det. time= 101.0 min ( 858.0 - 757.0 ) ■ Volume Invert Avail.Storage Storage Description ■ #1 932.00' 32,242 cf Custom Stage Data (Prismatic)Listed below (Recalc) 34,300 cf Overall x 94.0% Voids ■ Elevation Surf.Area Inc.Store Cum.Store ■ (feet) (sq-ft) (cubic -feet) (cubic -feet) 932.00 6,860 0 0 937.00 6,860 34,300 34,300 ■ Device Routing Invert Outlet Devices #1 Primary 931.85' 15.0" Round Culvert L= 355.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 931.85' / 902.25' S= 0.0834 '/' Cc= 0.900 ■ n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 932.00' 6.0" Vert. Orifice/Grate C= 0.600 ■ #3 Device 1 934.30' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 4.00 ■ Width (feet) 0.50 0.50 ■ Primary OutFlow Max=7.75 cfs @ 12.20 hrs HW=936.62' (Free Discharge) Culvert (Passes 7.75 cfs of 15.03 cfs potential flow) ■ 2=Orifice/Grate (Orifice Controls 1.98 cfs @ 10.06 fps) 3=Custom Weir/Orifice (Weir Controls 5.78 cfs @ 4.99 fps) UP - Chan HydroCAD Prepared by EVS, Inc. Type 1124-hr 100-Yr, 24-Hr Rainfall=6.00" Printed 9/14/2013 Solutions LLC Pond P4P: South Vault Hydrograph ----------- - ----- ----- ----------- I-----.------.------------- 26. 24- � - - 28 I I I I Inflow Area=3.567 a 26- 24 I I I I I I I Peak Elev=936.62' - -- - 22 -- --- --- ---�r--r----T--r--r---=T--r--r--- Storage=29,780 cf 20 r I I I I I I I I I I I I I I I I I I I ^ 16_J = _1 _L _I _J _1 _L _L_J I I I I I I I I 1 I I I 14 - - _� __r____r__�__ I I I I1 I I I I I LL 12 I I I I I I I 10 I I I I I I 7.76 cfp 6 I I I I I I I I I I I I I I I I 641 I I I I I I I I I I I I I I I I I 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow -11 B Pnmary United Properties Powers Place 9/15/13 APPENDIX E WATER QUALITY CALCS (P8) Storm Water Narrative Page 1 10 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enQ.com ■ ■ p8-inputs.txt ■ "PS urban catchment Model, version 3.4 Run Date 09/13/13 Case Chanhassen_Powers.p8c FirstDate 06/10/70 Precip(in) 535.9 Title Powers Proposed LastDate 12/31/88 Rain(in) 453.56 ■ PrecFile msp_4989.pcp Events 1321 snow(in) 82.3S Part File nurp50.p8p TotalHrs 162490 TotalYrs 18.54 ■ Case Title Powers Proposed Case Data File Chanhassen_POwers.p8c ■ Path H:\2013\2013-057.1 Chanhassen site - united Properties\Drainage\P8\ case Notes: Powers Place - note the vault does not infiltrate, however 0.50 ■ inch per day out of the vault of infiltration (removal) is assumed for irrigation purposes. P2S assumes street runoff will be indirectly Storm Data File msp_4989.pcp ■ Particle File nurp5o.p8p Air Temp File File msp_4889.tmp ■ Time Steps Per Hour 4 Minimum Inter -Event Time (hrs) 10 Maximum continuity Error % 2 ■ Rainfall Breakpoint (inches) 0.8 Precipitation Scale Factor 1 Air Temp offset (deg-F) 0 ■ Loops Thru Storm File 1 Simulation Dates Start 6/1/1970 ■ Keep 6/1/1970 Stop 12/31/1988 ■ Max snowfall Temperature (deg-f) 32.0 SnowMelt Temperature (deg-f) 32.0 Snowmelt Coef (in/degF-Day) 0.06 ■ Soil Freeze Temp (deg-F) 32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. calibration Factor 1.00 ■ Growing season Start Month 5 Growing Season End Month 10 ■ 5-Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture condition AMC -II AMC -III Growing Season 1.40 2.10 ■ NonGrowing season 0.50 1.10 watershed Data ■ watershed Name P3s P2S P45 Runoff to Device P5P SmL_RG P5P Infiltration to Device ■ watershed Area 4.15 6.15 3.57 SCS Curve Number (Pervious) 70 70 70 Scale Factor for Pervious Runoff 1 1 1 ■ Indirectly Connected Impery Frac 0 0.11 0 UnSwept Impervious Fraction 0.98 0 0.93 UnSwept Depression Storage (inch 0.02 0.02 0.02 ■ UnSwept Imperv. Runoff Coefficie 0.9 0.9 0.9 Unswept Scale Factor for Particl 1 1 1 Swept Impervious Fraction 0 0 0 ■ Swept Depression Storage (inches 0.02 0.02 0.02 swept Imperv. Runoff coefficient 1 1 1 swept scale Factor for Particle 1 1 1 ■ Sweeping Frequency 0 0 0.5 Sweeping Efficiency 1 1 1 sweeping Start Date (MMDD) 101 101 101 ■ sweeping Stop Date (MADO) 1231 1231 1231 Device Data ■ Device Name P5P Sm_RG Device Type POND INF_BASIN Infiltration outlet ■ Normal Outlet Spillway outlet Particle Removal scale Factor 1 1 ■ Bottom Elevation (ft) 933 895 Bottom Area (acres) 0.36 0.01 Permanent Pool Area (acres) 0.36 ■ Permanent Pool volume (ac-ft) 1.03 Perm Pool Infilt Rate (in/hr) 0.025 Flood Pool Area (acres) 0.36 0.03 ■ Flood Pool Volume (ac-ft) 1.72 OAS Flood Pool Infilt Rate (in/hr) 0.025 0.25 Infilt Basin void Fraction (%) 100 Detention Pond outlet Parameters ■ Outlet Type ORIFICE . Page 1 outlet orifice Diameter (in) orifice Discharge coef Outlet weir Length (ft) Weir Discharge coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) Slope of Flow Path % Bottom width (ft) side slope (ft-v/ft-h) Maximum Depth of Flow (ft) Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) Particle Data Particle File nurp50.p8p Particle class PO% Filtration Efficiency 90 settling velocity (ft/ 0 First Order Decay Rate 0 2nd order Decay (1/day 0 Impervious Runoff Conc 3 Pervious Runoff Conc ( 1 Pervious Conc Exponent 0 ACCum. Rate (lbs-ac-da 0 Particle Removal Rate 0 washoff coefficient 0 washoff Exponent 0 sweeper Efficiency 0 Water Quality Component Data Component Name TSS water Quality criteria (ppm) Level 1 5 Level 2 10 Level 3 20 content scale Factor 1 Particle composition (mg/kg) PO% 0 P10% 1000000 P30% 1000000 P50% 1000000 P80% 1000000 p8-inputs.txt 11 0.6 P10% P30% P50% P80% 100 100 100 100 0.03 0.3 1.5 15 0 0 0 0 0 0 0 0 0 0 0 0 100 100 100 200 1 1 1 1 1.75 1.75 1.75 3.5 0.25 0.25 0.25 0.25 20 20 20 20 2 2 2 2 0 0 5 15 TP TKN CU PB ZN HC 0.025 2 2 0.02 5 0.1 0.05 1 0.0048 0.014 0.0362 0.5 0.1 0.5 0.02 0.15 0.38 1 1 1 1 1 1 1 99000 600000 13600 2000 640000 250000 3850 15000 340 180 1600 22500 3850 15000 340 160 1600 22500 3850 15000 340 180 1600 22500 0 0 340 180 0 22500 Page 2 ■ ■ p8-outputs.txt ■ "P8 urban Catchment Model, version 3.4 09/13/13 case Chanhassen_Powers.p8c Firstoate 06/10/70 ■ 535.9 Title Powers Proposed Lastoate 12/31/88 453.56 ■ PrecFile msp_4989.pcp Events 1321 82.35 Part File nurp50.p8p TotalHrs 162490 ■ 18.54 ■ Mass Balances by Device and Variable Device: OVERALL Type: NONE variable: P0% ■ Mass Balance Term Flow_acft FloW_Cfs Load_lbs Load_lbs/yr conc ppm 01 watershed inflows 327.00 0.02 888.8 47.9 1.00 ■ 03 infiltrate 116.96 0.01 316.6 17.1 1.00 04 exfiltrate 116.96 0.01 31.7 1.7 0.10 05 filtered 0.00 0.00 284.9 15.4 ■ 06 normal outlet 181.56 0.01 492.5 26.6 1.00 07 spillway outlet 28.75 0.00 78.1 4.2 1.00 09 total inflow 327.00 0.02 888.8 47.9 1.00 ■ 10 surface outflow 210.31 0.02 570.6 30.8 1.00 11 groundw outflow 116.96 0.01 31.7 1.7 0.10 12 total outflow 327.27 0.02 602.3 32.5 0.68 ■ 13 total trapped 0.00 0.00 284.9 15.4 14 storage increase -0.27 0.00 1.6 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 32.1 32.1 Device: OVERALL Type: NONE variable: P10% ■ Mass Balance Term Flow_aCft FIOW_cf5 Load_lb5 Load_lbs/yr COnC-ppm 01 watershed inflows 327.00 0.02 19435.7 1048.5 21.87 ■ 03 infiltrate 116.96 0.01 830.8 44.8 2.61 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 830.8 44.8 ■ 06 normal outlet 181.56 0.01 4069.7 219.5 8.25 07 spillway outlet 28.75 0.00 3058.6 165.0 39.14 08 sedimen + decay 0.00 0.00 11476.6 619.1 ■ 09 total inflow 327.00 0.02 19435.7 1048.S 21.87 10 surface outflow 210.31 0.02 7128.3 384.6 12.47 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 ■ 12 total outflow 327.27 0.02 7128.3 384.6 8.01 13 total trapped 0.00 0.00 12307.4 664.0 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 63.3 63.3 ■ Device: OVERALL Type: NONE Variable: P30% Mass Balance Term Flow_acft FLOW-Cf5 LOad_lb5 LOad_lbs/yr Conc-ppm ■ 01 watershed inflows 327.00 0.02 19435.7 1049.5 21.87 03 infiltrate 116.96 0.01 109.2 5.9 0.34 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 109.2 5.9 06 normal outlet 181.56 0.01 2099.7 113.3 4.25 07 spillway outlet 28.75 0.00 2969.0 160.2 38.00 ■ 08 sedimen + decay 0.00 0.00 14257.8 769.2 09 total inflow 327.00 0.02 19435.7 1048.5 21.87 10 surface outflow 210.31 0.02 5068.7 273.4 8.87 ■ 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 12 total outflow 327.27 0.02 5068.7 273.4 5.70 13 total trapped 0.00 0.00 14367.0 775.1 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 73.9 73.9 ■ Device: OVERALL Type: NONE Variable: P50% ■ Mass Balance Term FIOw_aCft FIOw_Cfs LOad_lbs LOad_lbs/yr conc-ppm 01 watershed inflows 327.00 0.02 19435.7 1048.5 21.87 03 infiltrate 116.96 0.01 26.4 1.4 0.08 ■ 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 26.4 1.4 06 normal outlet 181.56 0.01 872.1 47.0 1.77 ■ 07 spillway outlet 28.75 0.00 2770.3 149.5 35.45 08 sedimen + decay 0.00 0.00 15766.9 850.6 09 total inflow 327.00 0.02 19435.7 1048.5 21.87 ■ 10 surface outflow 210.31 0.02 3642.4 196.5 6.37 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 ■ Page 1 ■ Run Date Precip(in) Rain(in) snow(in) Totalyrs ■ ■ p8-outputs.txt ■ 12 total outflow 327.27 0.02 3642.4 196.5 4.09 13 total trapped 0.00 0.00 15793.3 852.0 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 81.3 81.3 ■ Device: OVERALL Type: NONE Variable: P80% Mass Balance Term Flow_acft Flow_Cfs LOad_lbs Load_lbs/yr Conc_ppm . 01 watershed inflows 327.00 0.02 38871.4 2097.0 43.74 03 infiltrate 116.96 0.01 8.0 0.4 0.03 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 8.0 0.4 06 normal outlet 181.56 0.01 140.9 7.6 0.29 07 spillway outlet 28.75 0.00 3740.4 201.8 47.87 ■ 08 sedimen + decay 0.00 0.00 34982.2 1887.2 09 total inflow 327.00 0.02 38871.4 2097.0 43.74 10 surface outflow 210.31 0.02 3881.3 209.4 6.79 ■ 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 12 total outflow 327.27 0.02 3881.3 209.4 4.36 13 total trapped 0.00 0.00 34990.2 1887.6 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 90.0 90.0 ■ Device: OVERALL Type: NONE Variable: TSS ■ Mass Balance Term Flow_acft FIOw_cfs LOad_lbs Load_lbs/yr Contppm 01 watershed inflows 327.00 0.02 97178.6 5242.6 109.34 03 infiltrate 116.96 0.01 974.4 52.6 3.07 ■ 04 exfiltrate 116.96 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 974.4 52.6 06 normal outlet 181.56 0.01 7182.3 387.5 14.55 ■ 07 spillway outlet 28.75 0.00 12538.3 676.4 160.46 08 sedimen + decay 0.00 0.00 76483.5 4126.1 09 total inflow 327.00 0.02 97178.6 5242.6 109.34 ■ 10 surface outflow 210.31 0.02 19720.7 1063.9 34.50 11 groundw outflow 116.96 0.01 0.0 0.0 0.00 12 total outflow 327.27 0.02 19720.7 1063.9 22.17 ■ 13 total trapped 0.00 0.00 77457.9 4178.7 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 79.7 79.7 Device: OVERALL Type: NONE Variable: TP ■ Mass Balance Term Flow_acft Flow_cfs Load_lbs Load-lbs/yr conc ppm 01 watershed inflows 327.00 0.02 312.5 16.9 0.35 ■ 03 infiltrate 116.96 0.01 35.1 1.9 0.11 04 exfiltrate 116.96 0.01 3.1 0.2 0.01 05 filtered 0.00 0.00 31.9 1.7 ■ 06 normal outlet 181.56 0.01 75.9 4.1 0.15 07 spillway outlet 28.75 0.00 41.6 2.2 0.53 08 sedimen + decay 0.00 0.00 1S9.8 8.6 ■ 09 total inflow 327.00 0.02 312.5 16.9 0.35 10 surface outflow 210.31 0.02 117.5 6.3 0.21 11 groundw outflow 116.96 0.01 3.1 0.2 0.01 ■ 12 total outflow 327.27 0.02 120.6 6.5 0.14 13 total trapped 0.00 0.00 191.7 10.3 14 storage increase -0.27 0.00 0.2 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 61.4 61.4 ■ Device: OVERALL Type: NONE Variable: TKN Mass Balance Term FIOw_acft FIOw_Cfs Load_lbs Load-lbs/yr COnc-ppm . 01 watershed inflows 327.00 0.02 1407.9 76.0 1.58 03 infiltrate 116.96 0.01 204.4 11.0 0.64 04 exfiltrate 116.96 0.01 19.0 1.0 0.06 ■ OS filtered 0.00 0.00 185.5 10.0 06 normal outlet 181.56 0.01 401.1 21.6 0.81 07 spillway outlet 28.75 0.00 178.9 9.6 2.29 ■ 08 sedimen + decay 0.00 0.00 622.5 33.6 09 total inflow 327.00 0.02 1407.9 76.0 1.58 10 surface outflow 210.31 0.02 580.0 31.3 1.01 ■ 11 groundw outflow 116.96 0.01 19.0 1.0 0.06 12 total outflow 327.27 0.02 598.9 32.3 0.67 13 total trapped 0.00 0.00 808.0 43.6 ■ 14 storage increase -0.27 0.00 1.0 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 57.4 57.4 ■ Device: OVERALL Type: NONE Variable: CD ■ Page 2 ■ ■ ■ p8-outputs.txt ■ mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr Conc-ppm 01 watershed inflows 327.00 0.02 4S.1 2.4 0.05 ■ 03 infiltrate 116.96 0.01 4.6 0.3 0.01 04 exfiltrate 116.96 0.01 0.4 0.0 0.00 05 filtered 0.00 0.00 4.2 0.2 ■ 06 normal outlet 181.S6 0.01 9.1 0.5 0.02 07 spillway outlet 28.75 0.00 5.3 0.3 0.07 08 sedimen + decay 0.00 0.00 26.0 1.4 ■ 09 total inflow 327.00 0.02 45.1 2.4 0.05 10 surface outflow 210.31 0.02 14.5 0.8 0.03 11 groundw outflow 116.96 0.01 0.4 0.0 0.00 ■ 12 total outflow 327.27 0.02 14.9 0.8 0.02 13 total trapped 0.00 0.00 30.2 1.6 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 66.9 66.9 ■ Device: OVERALL Type: NONE Variable: PB Mass Balance Term Flow_aCft Flow_Cf5 LOad_1b5 Load_lbs/yr COnC-ppm ■ 01 watershed inflows 327.00 0.02 19.3 1.0 0.02 03 infiltrate 116.96 0.01 0.8 0.0 0.00 04 exfiltrate 116.96 0.01 0.1 0.0 0.00 ■ 05 filtered 0.00 0.00 0.7 0.0 06 normal outlet 181.56 0.01 2.3 0.1 0.00 07 spillway outlet 28.75 0.00 2.4 0.1 0.03 ■ 08 sedimen + decay 0.00 0.00 13.8 0.7 09 total inflow 327.00 0.02 19.3 1.0 0.02 10 surface outflow 210.31 0.02 4.7 0.3 0.01 ■ 11 groundw outflow 116.96 0.01 0.1 0.0 0.00 12 total outflow 327.27 0.02 4.8 0.3 0.01 13 total trapped 0.00 0.00 14.5 0.8 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 75.3 75.3 ■ Device: OVERALL Type: NONE Variable: ZN ■ Mass Balance Term Flow_aCft Flow_Cf5 Load_lbs Load_lbs/yr ConC-ppm 01 watershed inflows 327.00 0.02 662.1 35.7 0.74 03 infiltrate 116.96 0.01 204.2 11.0 0.64 ■ 04 exfiltrate 116.96 0.01 20.3 1.1 0.06 05 filtered 0.00 0.00 183.9 9.9 06 normal outlet 181.56 0.01 326.4 17.6 0.66 ■ 07 spillway outlet 28.75 0.00 64.1 3.S 0.82 08 sedimen + decay 0.00 0.00 66.4 3.6 09 total inflow 327.00 0.02 662.1 3S.7 0.74 ■ 10 surface outflow 210.31 0.02 390.S 21.1 0.68 11 groundw outflow 116.96 0.01 20.3 1.1 0.06 12 total outflow 327.27 0.02 410.8 22.2 0.46 ■ 13 total trapped 0.00 0.00 250.3 13.5 14 storage increase -0.27 0.00 1.0 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 37.8 37.8 Device: OVERALL Type: NONE Variable: NC ■ Mass Balance Term F1oW_aCft F10W CfS Load_lbS Load_lbs/yr COnc-ppm 01 watershed inflows 327.00 0.02 2408.7 129.9 2.71 ■ 03 infiltrate 116.96 0.01 101.1 5.5 0.32 04 exfiltrate 116.96 0.01 7.9 0.4 0.02 05 filtered 0.00 0.00 93.2 5.0 ■ 06 normal outlet 181.56 0.01 284.7 1S.4 0.58 07 spillway outlet 28.75 0.00 301.6 16.3 3.86 08 sedimen + decay 0.00 0.00 1720.9 92.8 ■ 09 total inflow 327.00 0.02 2408.7 129.9 2.71 10 surface outflow 210.31 0.02 586.4 31.6 1.03 11 groundw outflow 116.96 0.01 7.9 0.4 0.02 ■ 12 total outflow 327.27 0.02 594.3 32.1 0.67 13 total trapped 0.00 0.00 1814.0 97.9 14 storage increase -0.27 0.00 0.4 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 75.3 75.3 ■ Device: P5P Type: POND Variable: PO% Mass Balance Term Flow_aCft Flow_Cfs Load-lbs Load_lbs/yr Conc ppm ■ 01 watershed inflows 293.69 0.02 798.2 43.1 1.00 03 infiltrate 109.78 0.01 297.1 16.0 1.00 04 exfiltrate 109.78 0.01 29.7 1.6 0.10 ■ 05 filtered 0.00 0.00 267.4 14.4 06 normal outlet 181.56 0.01 492.5 26.6 1.00 ■ Page 3 ■ p8-outputs.txt 07 spillway outlet 2.61 0.00 7.1 0.4 1.00 09 total inflow 293.69 0.02 798.2 43.1 1.00 10 surface outflow 184.18 0.01 499.6 27.0 1.00 11 groundw outflow 109.78 0.01 29.7 1.6 0.10 12 total outflow 293.96 0.02 529.3 28.6 0.66 13 total trapped 0.00 0.00 267.4 14.4 14 storage increase -0.27 0.00 1.6 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 33.5 33.5 Device: PSP Type: POND Variable: P10% ■ Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr conc ppm 01 watershed inflows 293.69 0.02 16332.7 881.1 20.46 03 infiltrate 109.78 0.01 793.2 42.8 2.66 ■ 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 793.2 42.8 06 normal outlet 181.56 0.01 4069.7 219.5 8.25 ■ 07 spillway outlet 2.61 0.00 47.2 2.5 6.64 08 sedimen + decay 0.00 0.00 11422.6 616.2 09 total inflow 293.69 0.02 16332.7 881.1 20.46 ■ 10 surface outflow 184.18 0.01 4116.9 222.1 8.22 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 12 total outflow 293.96 0.02 4116.9 222.1 5.15 . 13 total trapped 0.00 0.00 12215.8 659.0 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 74.8 74.8 Device: PSP Type: POND Variable: P30% ■ Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc-ppm 01 watershed inflows 293.69 0.02 16332.7 881.1 20.46 ■ 03 infiltrate 109.78 0.01 97.9 5.3 0.33 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 05 filtered 0.00 0.00 97.9 5.3 ■ 06 normal outlet 181.56 0.01 2099.7 113.3 4.25 07 spillway outlet 2.61 0.00 41.0 2.2 5.77 08 sedimen + decay 0.00 0.00 14094.1 760.3 ■ 09 total inflow 293.69 0.02 16332.7 881.1 20.46 10 surface outflow 184.18 0.01 2140.7 115.5 4.28 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 ■ 12 total outflow 293.96 0.02 2140.7 115.5 2.68 13 total trapped 0.00 0.00 14192.0 765.6 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 86.9 86.9 ■ Device: PSP Type: POND Variable: PSO% Mass Balance Term Flow_aCft FIOW_Cf5 Load_lb5 LOad_lbs/yr conc-ppm ■ 01 watershed inflows 293.69 0.02 16332.7 881.1 20.46 03 infiltrate 109.78 0.01 21.4 1.2 0.07 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 ■ OS filtered 0.00 0.00 21.4 1.2 06 normal outlet 181.56 0.01 872.1 47.0 1.77 07 spillway outlet 2.61 0.00 33.3 1.8 4.68 ■ 08 sedimen + decay 0.00 0.00 15405.9 831.1 09 total inflow 293.69 0.02 16332.7 881.1 20.46 10 surface outflow 184.18 0.01 905.4 48.8 1.81 ■ 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 12 total outflow 293.96 0.02 905.4 48.8 1.13 13 total trapped 0.00 0.00 15427.3 832.3 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 94.5 94.5 ■ Device: P5P Type: POND Variable: P80% . Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Contppm 01 watershed inflows 293.69 0.02 32665.4 1762.2 40.92 03 infiltrate 109.78 0.01 4.5 0.2 0.02 ■ 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 OS filtered 0.00 0.00 4.5 0.2 06 normal outlet 181.56 0.01 140.9 7.6 0.29 ■ 07 spillway outlet 2.61 0.00 23.2 1.3 3.27 08 sedimen + decay 0.00 0.00 32496.8 1753.1 09 total inflow 293.69 0.02 32665.4 1762.2 40.92 ■ 10 surface outflow 184.18 0.01 164.1 8.9 0.33 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 12 total outflow 293.96 0.02 164.1 8.9 0.21 ■ 13 total trapped 0.00 0.00 32501.3 1753.4 14 storage increase -0.27 0.00 0.0 0.0 ■ Page 4 ■ ■ ■ p8-outputs.txt ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 99.5 99.5 ■ Device: P5P Type: POND Variable: TSs Mass Balance Term FIOw_aCft FIOw_Cfs Load_lbs Load_lbs/yr Conc ppm ■ 01 watershed inflows 293.69 0.02 81663.5 4405.6 102.30 03 infiltrate 109.78 0.01 917.0 49.5 3.07 04 exfiltrate 109.78 0.01 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 917.0 49.5 06 normal outlet 181.56 0.01 7182.3 387.5 14.55 07 spillway outlet 2.61 0.00 144.7 7.8 20.36 ■ 08 sedimen + decay 0.00 0.00 73419.4 3960.8 09 total inflow 293.69 0.02 81663.5 4405.6 102.30 10 surface outflow 184.18 0.01 7327.0 395.3 14.64 ■ 11 groundw outflow 109.78 0.01 0.0 0.0 0.00 12 total outflow 293.96 0.02 7327.0 395.3 9.17 13 total trapped 0.00 0.00 74336.4 4010.3 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 91.0 91.0 ■ Device: P5P Type: POND Variable: TP ■ Mass Balance Term Flow_aCft Flow_CfS Load_lbs Load_lbs/yr conc-ppm 01 watershed inflows 293.69 0.02 267.7 14.4 0.34 03 infiltrate 109.78 0.01 32.9 1.8 0.11 ■ 04 exfiltrate 109.78 0.01 2.9 0.2 0.01 05 filtered 0.00 0.00 30.0 1.6 06 normal outlet 181.56 0.01 75.9 4.1 OAS ■ 07 spillway outlet 2.61 0.00 1.2 0.1 0.16 08 sedimen + decay 0.00 0.00 157.6 8.5 09 total inflow 293.69 0.02 267.7 14.4 0.34 ■ 10 surface outflow 184.18 0.01 77.0 4.2 0.15 11 groundw outflow 109.78 0.01 2.9 0.2 0.01 12 total outflow 293.96 0.02 80.0 4.3 0.10 ■ 13 total trapped 0.00 0.00 187.5 10.1 14 storage increase -0.27 0.00 0.2 0.0 1S mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 70.1 70.1 Device: P5P Type: POND Variable: TKN ■ Mass Balance Term Flow_acft F1Ow_cfs Load_lbS Load_lbs/yr Conc-ppm 01 watershed inflows 293.69 0.02 1213.9 65.5 1.52 ■ 03 infiltrate 109.78 0.01 191.9 10.4 0.64 04 exfiltrate 109.78 0.01 17.8 1.0 0.06 OS filtered 0.00 0.00 174.1 9.4 ■ 06 normal outlet 181.56 0.01 401.1 21.6 0.81 07 spillway outlet 2.61 0.00 6.1 0.3 0.86 08 sedimen + decay 0.00 0.00 613.8 33.1 ■ 09 total inflow 293.69 0.02 1213.9 65.5 1.52 10 surface outflow 184.18 0.01 407.2 22.0 0.81 11 groundw outflow 109.78 0.01 17.8 1.0 0.06 ■ 12 total outflow 293.96 0.02 425.0 22.9 0.53 13 total trapped 0.00 0.00 788.0 42.5 14 storage increase -0.27 0.00 1.0 0.1 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 64.9 64.9 ■ Device: P5P Type: POND variable: Cu Mass Balance Term FIOw_acft FIOW_CfS LOad_lbS LOad_lbs/yr conc-ppm ■ 01 watershed inflows 293.69 0.02 38.6 2.1 0.05 03 infiltrate 109.78 0.01 4.4 0.2 0.01 04 exfiltrate 109.78 0.01 0.4 0.0 0.00 05 filtered 0.00 0.00 3.9 0.2 06 normal outlet 181.56 0.01 9.1 0.5 0.02 07 spillway outlet 2.61 0.00 0.1 0.0 0.02 ■ 08 sedimen + decay 0.00 0.00 25.0 1.3 09 total inflow 293.69 0.02 38.6 2.1 0.05 10 surface outflow 184.18 0.01 9.3 O.S 0.02 ■ 11 groundw outflow 109.78 0.01 0.4 0.0 0.00 12 total outflow 293.96 0.02 9.7 0.5 0.01 13 total trapped 0.00 0.00 28.9 1.6 ■ 14 storage increase -0.27 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 74.9 74.9 ■ Device: P5P Type: POND variable: PB ■ Mass Balance Term FloW_aCft FIOW_CfS LOad_lbS LOad_lbs/yr conc-ppm 01 watershed inflows 293.69 0.02 16.3 0.9 0.02 Imm Page 5 ■ ■ p8-outputs.txt ■ 03 infiltrate 109.78 0.01 0.8 0.0 0.00 04 exfiltrate 109.78 0.01 0.1 0.0 0.00 05 filtered 0.00 0.00 0.7 0.0 ■ 06 normal outlet 181.56 0.01 2.3 0.1 0.00 07 spillway outlet 2.61 0.00 0.0 0.0 0.01 08 sedimen + decay 0.00 0.00 13.2 0.7 ■ 09 total inflow 293.69 0.02 16.3 0.9 0.02 10 surface outflow 184.18 0.01 2.3 0.1 0.00 11 groundw outflow 109.78 0.01 0.1 0.0 0.00 ■ 12 total outflow 293.96 0.02 2.4 0.1 0.00 13 total trapped 0.00 0.00 13.9 0.8 14 storage increase -0.27 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 85.4 85.4 ■ Device: PSP Type: POND variable: ZN Mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr Conc-ppm ■ 01 watershed inflows 293.69 0.02 589.3 31.8 0.74 03 infiltrate 109.78 0.01 191.6 10.3 0.64 04 exfiltrate 109.78 0.01 19.0 1.0 0.06 ■ OS filtered 0.00 0.00 172.6 9.3 06 normal outlet 181.56 0.01 326.4 17.6 0.66 07 spillway outlet 2.61 0.00 4.7 0.3 0.67 ■ 08 sedimen + decay 0.00 0.00 65.5 3.5 09 total inflow 293.69 0.02 589.3 31.8 0.74 10 surface outflow 184.18 0.01 331.2 17.9 0.66 ■ 11 groundw outflow 109.78 0.01 19.0 1.0 0.06 12 total outflow 293.96 0.02 350.2 18.9 0.44 13 total trapped 0.00 0.00 238.1 12.8 ■ 14 storage increase -0.27 0.00 1.0 0.1 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 40.4 40.4 ■ Device: P5P Type: POND variable: HC ■ Mass Balance Term Flow_acft Fl OW-Cfs LOad_lbs LOad_lbs/yr ConC-ppm 01 watershed inflows 293.69 0.02 2037.0 109.9 2.55 03 infiltrate 109.78 0.01 94.9 5.1 0.32 ■ 04 exfiltrate 109.78 0.01 7.4 0.4 0.02 05 filtered 0.00 0.00 87.5 4.7 06 normal outlet 181.56 0.01 284.7 15.4 0.58 ■ 07 spillway outlet 2.61 0.00 S.0 0.3 0.71 08 sedimen + decay 0.00 0.00 1651.9 89.1 09 total inflow 293.69 0.02 2037.0 109.9 2.55 ■ 10 surface outflow 184.18 0.01 289.7 15.6 0.58 it groundw outflow 109.78 0.01 7.4 0.4 0.02 12 total outflow 293.96 0.02 297.2 16.0 0.37 ■ 13 total trapped 0.00 0.00 1739.4 93.8 14 storage increase -0.27 0.00 0.4 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 8s.4 85.4 Device: Sm-.RG Type: INF_BASIN variable: PO% ■ Mass Balance Term FIOw_aCft Fl OW-Cfs Load_lbs LOad_lbs/yr ConC-ppm 01 watershed inflows 33.31 0.00 90.5 4.9 1.00 ■ 03 infiltrate 7.17 0.00 19.5 1.1 1.00 04 exfiltrate 7.17 0.00 1.9 0.1 0.10 OS filtered 0.00 0.00 17.5 0.9 ■ 07 spillway outlet 26.14 0.00 71.0 3.8 1.00 09 total inflow 33.31 0.00 90.5 4.9 1.00 10 surface outflow 26.14 0.00 71.0 3.8 1.00 ■ 11 groundw outflow 7.17 0.00 1.9 0.1 0.10 12 total outflow 33.31 0.00 73.0 3.9 0.81 13 total trapped 0.00 0.00 17.5 0.9 ■ 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 19.4 19.4 ■ Device: sm_RG Type: INF_BASIN variable: P10% ■ Mass Balance Term Flow_acft Flav_cfs Load_lbs Load_lbs/yr Conc-ppm 01 watershed inflows 33.31 0.00 3103.0 167.4 34.27 03 infiltrate 7.17 0.00 37.5 2.0 1.92 ■ 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 37.5 2.0 07 spillway outlet 26.14 0.00 3011.4 162.5 42.39 ■ 08 sedimen + decay 0.00 0.00 S4.0 2.9 09 total inflow 33.31 0.00 3103.0 167.4 34.27 10 surface outflow 26.14 0.00 3011.4 162.S 42.39 ■ 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 3011.4 162.5 33.26 ■ Page 6 ■ ■ ■ p8-outputs.txt ■ 13 total trapped 0.00 0.00 91.6 4.9 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 3.0 3.0 Device: sm_RG Type: INF_BASIN Variable: P30% ■ mass Balance Term Flow_acft Flow_Cf5 LOad_lbs LOad_lbs/yr Concppm 01 watershed inflows 33.31 0.00 3103.0 167.4 34.27 ■ 03 infiltrate 7.17 0.00 11.4 0.6 0.58 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 OS filtered 0.00 0.00 11.4 0.6 ■ 07 spillway outlet 26.14 0.00 2928.0 158.0 41.22 08 sedimen + decay 0.00 0.00 163.7 8.8 09 total inflow 33.31 0.00 3103.0 167.4 34.27 ■ 10 surface outflow 26.14 0.00 2928.0 158.0 41.22 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 2928.0 158.0 32.34 ■ 13 total trapped 0.00 0.00 175.0 9.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 5.6 5.6 Device: SM-RG Type: INF_BASIN variable: P50% ■ mass Balance Term Flow_aCft Flow_Cfs Load_lbs Load_lbs/yr Contppm 01 watershed inflows 33.31 0.00 3103.0 167.4 34.27 ■ 03 infiltrate 7.17 0.00 5.0 0.3 0.26 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 05 filtered 0.00 0.00 5.0 0.3 ■ 07 spillway outlet 26.14 0.00 2737.1 147.7 38.53 08 sedimen + decay 0.00 0.00 360.9 19.5 09 total inflow 33.31 0.00 3103.0 167.4 34.27 ■ 10 surface outflow 26.14 0.00 2737.1 147.7 38.53 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 2737.1 147.7 30.23 ■ 13 total trapped 0.00 0.00 366.0 19.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 11.8 11.8 Device: sm_RG Type: INF_BASIN variable: P80% ■ mass Balance Term Flow_acft Flow_Cfs Load_lbs Load_lbs/yr conc-ppm 01 watershed inflows 33.31 0.00 6206.0 334.8 68.55 ■ 03 infiltrate 7.17 0.00 3.5 0.2 0.18 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 OS filtered 0.00 0.00 3.S 0.2 ■ 07 spillway outlet 26.14 0.00 3717.2 200.5 52.33 08 sedimen + decay 0.00 0.00 2485.4 134.1 09 total inflow 33.31 0.00 6206.0 334.8 68.SS ■ 10 surface outflow 26.14 0.00 3717.2 200.5 52.33 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 3717.2 200.5 41.06 ■ 13 total trapped 0.00 0.00 2488.9 134.3 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 40.1 40.1 Device: sm_RG Type: INF_BASIN Variable: TSS ■ Kass Balance Term Flav-aCft Flow_Cfs Load_lbs Load_lbs/yr Conc ppm 01 watershed inflows 33.31 0.00 15515.1 837.0 171.37 ■ 03 infiltrate 7.17 0.00 57.4 3.1 2.94 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 OS filtered 0.00 0.00 57.4 3.1 ■ 07 spillway outlet 26.14 0.00 12393.7 668.6 174.47 08 sedimen + decay 0.00 0.00 3064.1 165.3 09 total inflow 33.31 0.00 15515.1 837.0 171.37 ■ SO surface outflow 26.14 0.00 12393.7 668.6 174.47 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 12 total outflow 33.31 0.00 12393.7 668.6 136.89 ■ 13 total trapped 0.00 0.00 3121.4 168.4 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 ■ Reduction (%) 0.00 0.00 20.1 20.1 Device: Sm-RG Type: INF_BASIN Variable: TP ■ mass Balance Term F10W_aCft FIOW_Cfs Load_lbs Load_lbs/yr ConC-ppm 01 watershed inflows 33.31 0.00 44.8 2.4 0.49 ■ 03 infiltrate 7.17 0.00 2.1 0.1 0.11 04 exfiltrate 7.17 0.00 0.2 0.0 0.01 ■ Page 7 ■ ■ ■ p8-outputs.txt ■ 05 filtered 0.00 0.00 1.9 0.1 07 spillway outlet 26.14 0.00 40.4 2.2 0.57 08 sedimen + decay 0.00 0.00 2.2 0.1 ■ 09 total inflow 33.31 0.00 44.8 2.4 0.49 10 surface outflow 26.14 0.00 40.4 2.2 0.57 11 groundw outflow 7.17 0.00 0.2 0.0 0.01 ■ 12 total outflow 33.31 0.00 40.6 2.2 0.45 13 total trapped 0.00 0.00 4.2 0.2 14 storage increase 0.00 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 9.3 9.3 ■ Device: 5m_RG Type: INF_BASIN variable: TKN Mass Balance Term FIOw_acft FIOw_cfs Load_lbs Load_lbs/yr Conc_ppm ■ 01 watershed inflows 33.31 0.00 194.0 10.5 2.14 03 infiltrate 7.17 0.00 12.5 0.7 0.64 04 exfiltrate 7.17 0.00 1.2 0.1 0.06 ■ 05 filtered 0.00 0.00 11.3 0.6 07 spillway outlet 26.14 0.00 172.8 9.3 2.43 08 sedimen + decay 0.00 0.00 8.7 0.5 ■ 09 total inflow 33.31 0.00 194.0 10.5 2.14 10 surface outflow 26.14 0.00 172.8 9.3 2.43 11 groundw outflow 7.17 0.00 1.2 0.1 0.06 ■ 12 total outflow 33.31 0.00 173.9 9.4 1.92 13 total trapped 0.00 0.00 20.0 1.1 14 storage increase 0.00 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 10.3 10.3 ■ Device: Sm_RG Type: INF_BASIN variable: CU Mass Balance Term FIOw_acft FIOw_cfs Load_lbs Load_lbs/yr conc-ppm ■ 01 watershed inflows 33.31 0.00 6.5 0.4 0.07 03 infiltrate 7.17 0.00 0.3 0.0 0.01 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 0.3 0.0 07 spillway outlet 26.14 0.00 5.2 0.3 0.07 08 sedimen + decay 0.00 0.00 1.0 0.1 ■ 09 total inflow 33.31 0.00 6.5 0.4 0.07 10 surface outflow 26.14 0.00 5.2 0.3 0.07 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 ■ 12 total outflow 33.31 0.00 5.2 0.3 0.06 13 total trapped 0.00 0.00 1.3 0.1 14 storage increase 0.00 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 20.0 20.0 ■ Device: Sm_RG Type: INF_BASIN variable: PB Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm ■ 01 watershed inflows 33.31 0.00 3.0 0.2 0.03 03 infiltrate 7.17 0.00 0.0 0.0 0.00 04 exfiltrate 7.17 0.00 0.0 0.0 0.00 ■ 05 filtered 0.00 0.00 0.0 0.0 07 spillway outlet 26.14 0.00 2.4 0.1 0.03 08 sedimen + decay 0.00 0.00 0.6 0.0 ■ 09 total inflow 33.31 0.00 3.0 0.2 0.03 10 surface outflow 26.14 0.00 2.4 0.1 0.03 11 groundw outflow 7.17 0.00 0.0 0.0 0.00 ■ 12 total outflow 33.31 0.00 2.4 0.1 0.03 13 total trapped 0.00 0.00 0.6 0.0 14 storage increase 0.00 0.00 0.0 0.0 ■ 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 20.1 20.1 ■ Device: Sm_RG Type: INF_BASIN variable: ZN Mass Balance Term Flow_acft Flow_cfs Load_lbs LOad_lbs/yr conc-ppm ■ 01 watershed inflows 33.31 0.00 72.8 3.9 0.80 03 infiltrate 7.17 0.00 12.6 0.7 0.64 04 exfiltrate 7.17 0.00 1.2 0.1 0.06 ■ 05 filtered 0.00 0.00 11.3 0.6 07 spillway outlet 26.14 0.00 S9.3 3.2 0.84 08 sedimen + decay 0.00 0.00 0.9 0.0 ■ 09 total inflow 33.31 0.00 72.8 3.9 0.80 10 surface outflow 26.14 0.00 59.3 3.2 0.84 11 groundw outflow 7.17 0.00 1.2 0.1 0.06 ■ 12 total outflow 33.31 0.00 60.6 3.3 0.67 13 total trapped 0.00 0.00 12.2 0.7 14 storage increase 0.00 0.00 0.0 0.0 ■ 1S mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 16.8 16.8 ■ Page 8 ■ p8-outputs.txt Device: sm_RG Type: INF_BASIN Variable: HC Kass Balance Term Flow_acft Flow_Cfs Load_lbs LOad_lbs/yr COnc ppm 01 watershed inflows 33.31 0.00 371.7 20.1 4.11 03 infiltrate 7.17 0.00 6.2 0.3 0.32 04 exfiltrate 7.17 0.00 0.5 0.0 0.02 05 filtered 0.00 0.00 5.7 0.3 07 spillway outlet 26.14 0.00 296.6 16.0 4.18 08 sedimen + decay 0.00 0.00 68.9 3.7 09 total inflow 33.31 0.00 371.7 20.1 4.11 10 surface outflow 26.14 0.00 296.6 16.0 4.18 11 groundw outflow 7.17 0.00 0.5 0.0 0.02 12 total outflow 33.31 0.00 297.1 16.0 3.28 13 total trapped 0.00 0.00 74.6 4.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 20.1 20.1 Page 9 United Properties Powers Place 9/15/13 APPENDIX F STORM PIPE SIZING Storm Water Narrative Page 1 11 EVS 1 10250 Valley View Rd., Suite 123 1 Eden Prairie, MN 55344-3534 1 Phone: 952.646.0236 1 Fax: 952.646.0290 1 www.evs-enq.com ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Powers Place Project No.: 2013-057.1 Storm Frequency: 10 years Location: Chanhassen, MN MN State Zone: 1 Contract Mgr: DN Calculations By: BMJ File: Chan storm Pipe Sizing_MN.xls Date: 09/15/13 Segment A - Trib. Areas C - Cod Tc - Time of Conc. I - Intensity 0 - Rate Pipe From To CB S.F. CB Ac. Pipe Ac. CB Indiv. Pipe Av . CB Min. Pipe Min. Total Min. CB In/Hr Total In/Hr CB CFS Pipe CFS Len. Ft. Dia. In. Grade % Hyd. Grade Mat'I. Man's. n Val. FUS Cap. CFS Ex Cap. Stnrctum CB 506 CBMH 505 22,844 0.52 0.52 0.98 0.98 5.0 0.3 5.3 7.10 7.10 6.95 6.70 6.50 6.50 6.35 3.6 3.6 76.0 15 0.50 0.50 HDPE 0.010 4.8 5.9 2.3 CB 506 CBMH 505 CBMH 504 CBMH 503 CBMH 502 CBMH 501 CBMH 504 CBMH 503 CBMH 502 CBMH 501 STUB 500 13,764 23,999 23,999 23,999 4,219 0.32 0.55 0.55 0.55 0.10 0.84 1.39 1.94 2.49 2.59 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 5.0 5.0 5.0 5.0 5.0 0.7 0.6 0.5 0.4 0.1 6.0 6.6 7.0 7.4 7.5 7.10 7.10 7.10 7.10 7.10 2.2 3.8 3.8 3.8 0.7 5.7 9.1 12.4 15.9 18.1 201.0 201.0 200.0 159.0 34.0 15 18 18 21 24 0.50 0.50 0.90 0.60 0.50 0.50 0.50 0.90 0.60 0.50 HDPE 0.010 0 0 0 4.8 5.5 7.3 6.6 6.6 5.9 9.7 13.0 16.0 20.8 0.2 0.5 0.6 0.1 4.7 CBMH 505 CBMH 504 CBMH 503 CBMH 502 CBMH 501 W0.010 CB 302 CBMH 301 CBMH 301 STUB 300 10,090 9,824 0.23 0.23 0.23 0.46 0.98 0.98 0.98 0.98 5.0 5.0 0.7 0.1 5.7 5.8 7.10 7.10 6.95 8.95 1.6 1.6 1.6 3.1 157.0 38.0 12 12 0.40 4.00 0.40 2.50 0 0 3.7 9.3 2.8 7.3 1.4 4.2 CB 302 CBMH 301 CB210 CBMH 201 17,321 0.40 0.40 0.98 0.98 5.0 0.1 5.1 7.10 7.10 2.8 2.8 49.0 12 1.50 1.50 0 7.2 5.7 2.9 CB 210 CB 203 CBMH 202 CBMH 201 STUB 2D0 12,796 10,166 5,445 0.29 0.23 0.13 0.29 0.53 1.05 0.98 0.98 0.96 0.98 0.98 0.98 5.0 5.0 5.0 0.5 0.1 0.0 5.5 5.6 5.6 7.10 7.10 7.10 7.10 6.95 6.95 2.0 1.6 0.9 2.0 3.6 7.1 202.0 59.0 8.0 12 12 15 1.50 2.50 1.00 1.50 2.50 1.00 HDPE HDPE HDPE 0.010 0.010 0.010 7.2 9.3 6.8 5.7J�'�E 7.3CBMH 8.4CBMH CB 203CBMH202 202CBMH201 201 10250 VALLEY VIEW RD. SUITE 123 EDEN PRAIRIE, MN 55344 PHONE: 952.646.0236 FAX: 952.646.0290 w .evs-eng.com Storm Sewer Design Calculations Printed: 09/15/13 11:55 AM Upstream Structure Downstream Structure Comments T Rim Invert Build Type Castinq Water El. Structure Top Rim Inlet I Build 940.85 937.91 2.94 na R-3067 CBMH 505 940.60 937.53 3.07 940.60 937.53 3.07 48" R3067 CBMH 504 940.60 936.53 4.07 _ 940.60 936.33 4.27 48" R3067 CBMH 503 940.60 935.32 5.28 940.60 935.32 5.28 48' R-3067 CBMH 502 940.60 933.52 7.08 940.60 933.32 7.28 48" R-3067 CBMH 501 939.40 932.37 7.03 939.40 932.17 7.23 480 R-3067 STUB 500 932.00 943.51 939.65 3.86 7x3' R3067 CBMH 301 943.51 1 939.02 4.49 943.51 937.52 5.99 4V R-3067 STUB 300 936.00 939.91 936.77 3.14 TxT R-3067 CBMH 201 943.52 936.03 7.49 943.52 940.54 2.98 2')0 R-3067 I CBMH 202 943.52 937.51 6.01 943.52 937.51 6.01 48" R-3067 CBMH 201 943.51 936.03 7A8 943.61 935.83 7.68 4r R-3067 STUB 200 935.75 10250 VALLEY VIEW RD. SUITE 123 EDEN PRAIRIE, MN 55344 PHONE: 952.646.0236 FAX: 952.646.0290 www.evs-eng.com POWERS POINTE - PLANNING CASE 2013-20 $99.00 GIS List 33x$3 $250.00 Final Plat Fee $1,908.00 Site Plan $500+(140.8x$10) $300.00 Subdivision (3 lots or less) $200.00 Notification Sign $450.00 Final Plat Attorney Fees $50.00 Recording Fee (site plan) $3,257.00 TOTAL $8,555.00 Less United Properties Check #9000 -$5,298.00 Overpayment to be refunded SCANNED r 1 CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 09/19/2013 2:51 PM Receipt No. 00231031 CLERK: bethanya PAYEE: United Properties LLC 3600 American Blvd W, #750 Bloomington MN 55431- Powers Pointe - Planning Case 2013-20 ------------------------------------------------------- GIS List 99.00 Final Plat Fee 250.00 Site Plan 1,908.00 Subdivision 300.00 Notification Sign 200.00 Final Plat Attorney Fees 450.00 Recording Fee 50.00 Overpayment to be refunded 5,298.00 Total Cash Check 009000 Change 8,555.00 0.00 8,555.00 0.00 MANNED Ent ,Name GLAcct Invoice Dale Vendor Account# Reference Net 001�9 Chanhassen lnduslri 1550-00 20130912 9/12/2013 ione Dev Review Application 8.555.0 CITY OF CHAP: .tf. RECEI%Ei SEP 16 2 13 :HANHASSEN PLANNII G DEPT SCANNED Payer: United Properties LLC Date Check No. Check Amount Payee: City of Chanhassen 911212013 009000 8 555.00 Reteb this statement for your records Carver County, MN Nit . _m.� a,.sf,; Property Information Parcel ID: 251900370 Taxpayer Name: PAULS FAMILY TRUST Taxpayer Address: 7676 HIGHWAY 145 Taxpayer City St. Zip: TELLURIDE, CO 81435-4100 Property Address: Property City: CHANHASSEN GIS Acres: 16.94 DWI., T ,, map nas created using Carver County§ Geographic nfomaton Systems IGISt. it is a complaton of mformatan and data from ous Gty County State and Federal map "not a Suf eyed or legally recorded map and �s intended to be used as a reterenoi, Carver County is not responsible for any macwr.c e contained herein AS400 Acres: Homestead: N FYdiTp7l3tlGSiriiW Watershed District: WS 064 RILEY PURG BLUFF CREEK Tax Exempt: N Platname: CHANHASSEN LAKES BUS. PARK Map Scale N 1 inch = 752 feet W E Map Date 9/17/2013 S Date: September 18, 2013 To: Development Plan Referral Agencies From: Planning Department City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 Review Response Deadline: October 4, 2013 By: Kate Aanenson, Community Development Director Subject: Request for Preliminary Plat Review of 16.94 acres of property zoned Industrial Office Park (IOP) and located west of Powers Boulevard, south of the Twin Cities & Western railroad tracks, and east and north of Riley Creek (Outlot F, Chanhassen Lakes Business Park) — POWERS POINTE; and Site Plan Review for a 140,800 square -foot office/warehouse building. Planning Case: 2013-20 PID: 25-1900370 The above described application for approval of a land development proposal was filed with the Chanhassen Planning Department on September 16, 2013. The 60day review period ends November 15, 2013. 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 October 15, 2013 at 7:00 p.m. in the Council Chambers at Chanhassen City Hail. We would appreciate receiving your comments by no later than October 4, 2013. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. 1. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official f. 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 (CenturyLink) 10. Electric Company (Xcel Energy) 11. Mediacom 12. CenterPoint Energy Minnegasco 9� �'(� AINF • � „ (i �S, � �•,* gta8� I n li 8t :c D V7 � m0 m= o <z Mm ED 91 n co r SY A� 0.9 i M�y'�- 33 3 •i ° 5 ;aa�tdA P PP 5 n eej A�aY � gpp5 9 � �L:� ! A'gg A4 g� .q�iz bj ; aiq'g iq�a•; �Si @A•• Pqg - • � P F, �4- qa xF p [•�3 = a g 5- pp i 3 Elk3 93�3 n's= P- g : •h � _ p 3 3i gT i [ q �FtJ Ryan ID ITasLNa SUBMIT CO'S FOR BUILDING PERMIT REVIEW PRECAST WALL LEAD-TIME ISSUANCE OFGRADING PERMIT BUILDING CONSTRUCTION MOBILIZATION / SILT FENCE PROJECT COMMENCEMENT EARTHWORK / SOIL CORRECTION / PAD PREP r -- ROOFING -- SRO UDUTIES UNDER3LAB SANITARY MAIN 6 ROOF DRAIN LEADERS SLAB ONGRADE SAND CUSHION POUR DOCK PITS 6 SLAB ON GRADE _. _— DOCK EQUIPMENT/ O OH DOORS — OFFICE BUILD-OUT6FIMSiES FIRE SPRINKLER ELECTRICAL SERVICE. LIGHTING 6 ROUGH -IN HVAC RTU'S S DUCTV40RK WAREHOUSE RACKING ALUMINUM FRAMES 6 GLAZING INTERIOR SITE GRADING CURBS/EXTERIOR CONCRETE SITE LIGHTING LANDSCAPING ASPHALT PAVEMENT SUBSTANTIAL COMPLETION r I- 7,w immm= 20drys Fd10T25N3: TAu1L 40 days Mm /1/i1/13 Wed' 1 dry Mon 111ISM3 Mm 11, 183 drys Mon HI11H3 Wed7T Sdays Man 1III 1A3 Fdll l day MonllnW13 Mmll 40 days Man 11118113 Wed 1. Mm 12'1&13 TW / 25 drys 25 days Wad 1AV14 Toe1 25drys Mon 107114 F012 - - 17 drys Mm 2/17114 T.1 25 days Fn 311V14 Ttw/ 25 days Mm 3/31114 Fd ---- _- 10 days Mm VIV14 Fdl --- — - -- _ 14 days Mon 14 TIM! 20 days Mm 4/2W14 Fn! 6 days Fn 5M 6114 Fill Mm 5/19/14 T1M'. 30 drys 50 days Id 5116/14 Mon 50 drys Fd 5116/14 Mm' 50 days F05/16/14 Mm' 20 days FAlVlW14 Fd' 20 days MM6014 Fri 15days MMS/12/14 Na 10 days Mm5flW14 Mai 15 days Tm&&14 Mm 15 days Mm ISM6/14 Ma 15 days Mm 6014 Fn 1 day Wed 7rm14 W611 POWERS PLACE CHANHASSEN, MN CONSTRUCTION SCHEDULE SILT FENCE CITY Ur CHANHASSEN RECEIVED SEP 16 2013 CHANHASSEN PLANNING DEPT UNDER -SLAB SANITARY MAIN &ROOF DRAIN F-- SLAB ON GRADE SAND CUSHION POUR DOCK PITS 6 SLAB ON GRADE ALUMINUM WINDOW FRAMES I I DOCK EQUIPMENTI OH DOORS _ OFFICE BUILD -OUT AF FIRE SPRINKLER ELECTRICAL SERVICE, L -- HVAC RTU'S B DUCTWO MtEHOUSE RACKING FRAMES & GLAZING INTERIOR Mm 9/16/13 SCANNED CITY OF CHANHASSEN RECEIVED SEP 16 2013 CHANHASSEN PLANNING DEPT Preliminary Geotechnical Evaluation Report Lakes Business Park, Outlot F Powers Boulevard and Lake Drive West Chanhassen, Minnesota Preparedfor Copperwood Real Estate Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Henry Vloo, PE� Associate —Senior Engineer =mt License Number: 21140 21140 y February 13, 2013 a�l'�•� �.�o�... .... Project BL-12-07372 Braun Intertec Corporation SCANNFU February 13, 2013 Mr. Mark Steingas Copperwood Real Estate 6109 Blue Circle Drive, Suite 2100 Minnetonka, MN 55343 Re: Preliminary Geotechnical Evaluation Lakes Business Park, Outlot F Powers Boulevard and Lake Drive West Chanhassen, Minnesota Dear Mr. Steingas: Braun lntertec Corporation hoot Hampshire Ave S Minneapolis, MN SS438 Project BL-12-07372 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com We are pleased to present this Preliminary Geotechnical Evaluation Report for the proposed warehouse building in Chanhassen, Minnesota. The purpose of our preliminary evaluation was to assist you and your design team in evaluating the subsurface soil and groundwater conditions with regard to design and construction of the proposed warehouse building. Please refer to the attached report for details regarding our findings and preliminary recommendations. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please call Henry Vloo at 952.995.2238 or Greg Bialon at 952.995.2380. Sincerely, BRAUN INTER.TECCC000RPORATION Yv� Henry VI o, PE Associate —Senior Engineer Grego J. i to Vice President — Principal Engineer Preliminary Geotechnical Evaluation Report AA/EOE Providing engineering and environmental solutions since 1957 Table of Contents Description Page A. Introduction ......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Purpose................................................................................................................................1 A.3. Background Information and Reference Documents..........................................................1 A.4. Site Conditions.....................................................................................................................1 A.S. Scope of Services.................................................................................................................1 B. Results ..............................................................................................................................................2 B.1. Exploration Logs..................................................................................................................2 B.l.a. Log of Boring Sheets...............................................................................................2 B.i.b. Geologic Origins.....................................................................................................3 B.2. Geologic Profile...................................................................................................................3 B.2.a. Geologic Materials.................................................................................................3 B.2.b. Groundwater..........................................................................................................3 B.3. Laboratory Test Results.......................................................................................................3 C. Basis for Recommendations.............................................................................................................4 C.1. Design Details......................................................................................................................4 C.l.a. Building Structure Loads........................................................................................4 C.l.b. Pavements and Traffic Loads.................................................................................4 C.l.c. Anticipated Grade Changes....................................................................................4 C.l.d. Precautions Regarding Changed Information........................................................4 C.2. Design and Construction Considerations............................................................................4 D. Preliminary Recommendations........................................................................................................5 D.1. Building and Pavement Subgrade Preparation...................................................................5 D.l.a. Excavations.............................................................................................................5 D.l.b. Excavation Dewatering...........................................................................................5 D.l.c. Selecting Excavation Backfill and Additional Required Fill.....................................5 D.l.d. Placement and Compaction of Backfill and Fill......................................................6 D.2. Spread Footings...................................................................................................................7 D.2.a. Embedment Depth.................................................................................................7 D.2.b. Subgrade Improvement .........................................................................................7 D.2.c. Net Allowable Bearing Pressure.............................................................................7 D.2.d. Settlement..............................................................................................................7 D.3. Retaining Walls....................................................................................................................7 D.3.a. Drainage Control....................................................................................................8 D.3.b. Selection, Placement and Compaction of Backfill..................................................8 D.3.c. Configuring and Resisting Lateral Loads.................................................................9 Table of Contents (continued) Description Page D.4. Interior Slabs.......................................................................................................................9 D.4.a. Subgrade Modulus.................................................................................................9 D.4.b. Moisture Vapor Protection..................................................................................10 D.S. Exterior Slabs.....................................................................................................................10 D.6. Pavements.........................................................................................................................11 D.6.a. Subgrade Proof-Roll.............................................................................................11 D.6.b. Design Sections....................................................................................................11 D.6.c. Subgrade Drainage...............................................................................................12 D.7. Utilities..............................................................................................................................12 D.7.a. Subgrade Stabilization..........................................................................................12 D.7.b. Selection, Placement and Compaction of Backfill ................................................12 D.B. Construction Quality Control............................................................................................13 D.B.a. Excavation Observations......................................................................................13 D.B.b. Materials Testing..................................................................................................13 D.B.c. Pavement Subgrade Proof-Roll............................................................................13 D.B.d. Cold Weather Precautions...................................................................................13 D.9. Additional soil Borings......................................................................................................14 E. Procedures......................................................................................................................................14 E.1. Penetration Test Borings...................................................................................................14 E.2. Material Classification and Testing...................................................................................14 E.2.a. Visual and Manual Classification..........................................................................14 E.2.b. Laboratory Testing...............................................................................................14 E.3. Groundwater Measurements............................................................................................14 F. Qualifications..................................................................................................................................15 F.1. Variations in Subsurface Conditions..................................................................................15 F.1.a. Material Strata.....................................................................................................15 F.1.b. Groundwater Levels.............................................................................................15 F.2. Continuity of Professional Responsibility..........................................................................15 F.2.a. Plan Review..........................................................................................................15 F.2.b. Construction Observations and Testing...............................................................16 F.3. Use of Report .....................................................................................................................16 F.4. Standard of Care................................................................................................................16 Appendix Boring Location Sketch Log of Boring Sheets, ST-1 through ST-4 Descriptive Terminology BRAUN INTERTEC A. Introduction A.1. Project Description A new warehouse type building is planned for Outlot F within the Lakes Business Park in Chanhassen, Minnesota. New drive areas and parking lots are also planned. The exact building location has not been chosen yet. A.2. Purpose The purpose of our preliminary evaluation was to assist you and your design team in evaluating the subsurface soil and groundwater conditions with regard to design and construction of the proposed warehouse building. A.3. Background Information and Reference Documents To facilitate our evaluation, we were provided with or reviewed the following information or documents: Topographic site map showing the site topography. Geologic atlas showing the general soil types in the area. AA Site Conditions The site of the proposed warehouse building is an open field where the proposed building footprint and surrounding pavements will be constructed. The site is bounded on the north by a rail line right -of way and to the east by Powers Boulevard. The south and west sides of the proposed building site are wooded. A.S. Scope of Services Our scope of services for this project was originally submitted on January 15, 2013 as a Proposal to Mr. Mark Steingas of Copperwood Real Estate. We received authorization to proceed from Mr. Steingas on January 11, 2013. Tasks performed in accordance with our authorized scope of services included: Staking and coordinating the clearing of exploration locations of underground utilities. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 2 • Performing 4 penetration test borings to nominal depths of 12 to 25 feet below grade. Performing laboratory tests on selected penetration test samples. • Preparing this preliminary report containing a boring location sketch, exploration logs, a summary of the geologic materials encountered, results of laboratory tests, and preliminary recommendations for structure subgrade preparation and the design of the proposed project. Exploration locations and surface elevations at the exploration locations were determined using GPS (Global Positioning System) technology that utilizes the Minnesota Department of Transportation's permanent GPS Virtual Reference Network (VRN). Boring ST-3 was moved about 20 feet to the northwest because the staked location was not accessible for our equipment. Therefore the elevation at this boring was estimated from the topographic site plan provided. Our scope of services was performed under the terms of our June 15, 2006, General Conditions. B. Results B.1. Exploration Logs 13.1.a. Log of Boring Sheets Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and describe the geologic materials that were penetrated, and present the results of penetration resistance and other in -situ tests performed within them, laboratory tests performed on penetration test samples retrieved from them, and groundwater measurements. Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings. Because sampling was not performed continuously, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 3 B.1.b. Geologic Origins Geologic origins assigned to the materials shown on the logs and referenced within this report were based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance data, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. 13.2. Geologic Profile B.2.a. Geologic Materials The general geologic profile at the site consists (proceeding down from the ground surface) of a layer of organic clay topsoil overlying glacially deposited clayey sand, sandy lean clay and lean clay. The topsoil observed was from about 1/2 to 2 feet thick. Penetration resistance values recorded in the clayey soils ranged from 9 to 27 blows per foot (BPF) indicating consistencies of rather stiff to very stiff. 8.2.b. Groundwater Groundwater was not observed as our borings were advanced. Based on the moisture contents of the geologic materials encountered, it appears that groundwater was below the depths explored at the time of this evaluation. Seasonal and annual fluctuations of groundwater, however, should be anticipated. 6.3. Laboratory Test Results The moisture content of the selected soil samples tested was determined to vary from approximately 13 to 20 percent, indicating that the material was likely slightly below to slightly above of its probable optimum moisture content. The test results can be found in the right hand margin on the Log of Boring sheets in the appendix of this report, opposite the soil sample tested. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 4 C. Basis for Recommendations C.1. Design Details C.l.a. Building Structure Loads A building size and type have not been determined yet. For the purpose of this report, we have assumed that the building will be a one-story slab -on -grade structure. We have further assumed that bearing wall loads associated with the perimeter walls will range from 4 to 5 kips (4,000 to 5,000 pounds) per linear foot (klf) and column loads will range from 100 to 150 kips per column. C.l.b. Pavements and Traffic Loads It is likely that the facility built on this site will have both light and heavy duty pavements. We have assumed that the light -duty pavement areas will have a bituminous section and will be subjected to no more than 50,000 equivalent 18-kip single axle loads (ESALs) over an assumed design life of 20 years. We have also assumed that the heavy-duty pavement areas will have a bituminous section and will be subjected to no more than 1,000,000 ESALs over an assumed design life of 20 years. C.l.c. Anticipated Grade Changes Since the proposed building has not been established yet, proposed grades have not been set. However, you indicated to us that most of this site is high and will need to be cut to grade. C.l.d. Precautions Regarding Changed Information We have attempted to describe our understanding of the proposed construction to the extent it was reported to us by others. Depending on the extent of available information, assumptions may have been made based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, we should be notified. New or changed information could require additional evaluation, analyses and/or recommendations. C.2. Design and Construction Considerations The geotechnical issues influencing development of this site appear to be limited. The geologic materials present at anticipated structure subgrade elevations generally appear suitable for support of conventional spread footings, grade -supported slabs, and pavements. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 5 Some of the clayey soils on this site may need to be dried and some of the clayey soils may need to be wetted in order to use them for compacted fill. The amount of moisture conditioning is expected to be less than 2 percentage points for both wet and dry soils. The following section discusses general recommendations based on a number of future building assumptions as stated above. D. Preliminary Recommendations D.1. Building and Pavement Subgrade Preparation D.l.a. Excavations We recommend removing the topsoil from beneath the future building and pavement areas. Based on the borings, excavation depths are expected to range from approximately 1/2 to 2 feet. Excavation depths will vary between the borings. Portions of the excavations may also be deeper than indicated by the borings. Contractors should also be prepared to extend excavations in wet or fine- grained soils to remove disturbed bottom soils. To provide lateral support to replacement backfill, additional required fill and the structural loads they will support, we recommend oversizing (widening) the excavations 1 foot horizontally beyond the outer edges of the building perimeter footings, or pavement limits, for each foot the excavations extend below bottom -of -footing or pavement subgrade elevations. D.l.b. Excavation Dewatering Water was not observed in the soils as our borings were completed. However, in clayey soils, areas of perched water could be encountered while grading. If encountered, we recommend removing groundwater from the excavations such that fill and/or concrete can be placed in a dry excavation. Sumps and pumps can be considered for excavations in low -permeability silt- and clay -rich soils. D.l.c. Selecting Excavation Backfill and Additional Required Fill If the bottoms of the excavations remain wet, we recommend that the initial layer of backfill over wet or submerged excavation bottoms consist of at least 2 feet of coarse sand having less than 50 percent of the particles by weight passing a #40 sieve, and less than 5 percent of the particles passing a #200 sieve. We anticipate that this material will need to be imported. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 6 On -site soils free of organic soil and debris can be considered for reuse as backfill and fill. The clayey soils, however, being fine-grained, will be more difficult to compact if wet or allowed to become wet, or if spread and compacted over wet surfaces. Some of the clayey soils may require additional moisture such that they can be compacted. We recommend that granular subbase material for pavement support consist of sand having less than 10 percent of the particles by weight passing a #200 sieve. We anticipate that this material will also need to be imported. As previously indicated, some of these soils may need to be exported from the site to prepare site grades. The soils encountered by the borings appear to be suitable for use as compacted fill with some moisture conditioning. D.1.d. Placement and Compaction of Backfill and Fill We recommend spreading backfill and fill in loose lifts of approximately 4 to 8 inches, depending on the size of the compactor used. We recommend compacting backfill and fill in accordance with the criteria presented below in Table 1. The relative compaction of utility backfill should be evaluated based on the structure below which it is installed, and vertical proximity to that structure. Table 1. Compaction Recommendations Summary Relative Compaction, percent Moisture Content Variance from Reference (ASTM D 698 - standard Proctor) Optimum, percentage points Below foundations, less than 95 -1 to+3 for clay soils 10 feet of fill ± 3 for sandy soils Below foundations, greater than -1 to+2 for clay soils 30 feet of fill 98 ± 3 for sandy soils -1 to+3 for clay soils Below slabs 95 ± 3 for sandy soils Below pavements, within 3 feet 100 -1 to+2 for clay soils of top of subgrade elevations ± 3 for sandy soils Below pavements, more than 3 feet 95 -1 to+3 for clay soils below subgrade elevations ± 3 for sandy soils 90 y -1 to+3 for clay soils' Below landscaped surfaces ` ± 3 for sandy soils 'Except for wall backfill. See Section D.3 of this report. INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 7 If there are areas of the site where more than 10 feet of fill is needed under buildings, a construction delay may also be needed. This is to allow deeper clay fills to consolidate under its own weight. Construction delays will likely range from 3 to 6 months and should be evaluated through the installation and monitoring of settlement plates. D.2. Spread Footings D.2.a. Embedment Depth For frost protection, we recommend embedding perimeter footings a minimum of 42 inches below the lowest exterior grade. Interior footings may be placed directly below floor slabs. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with canopies, stoops or sidewalks 60 inches below the lowest exterior grade. D.2.b. Subgrade Improvement The subgrade soils are generally clayey and could be easily disturbed by construction activity. If the footing subgrade soils become disturbed, the soils should be subcut a minimum of 6 inches and replaced with 3/4- to 1-inch clear rock. D.2.c. Net Allowable Bearing Pressure Depending on final site grading, we recommend sizing spread footings to exert a net allowable bearing pressure of 2,000 to 4,000 pounds per square foot (psf). This value includes a safety factor of at least 3.0 with regard to bearing capacity failure. The net allowable bearing pressure can be increased by one-third its value for occasional transient loads, but not for repetitive loads due to traffic, or for other live loads from snow or occupancy. D.2.d. Settlement We estimate that total and differential settlements among the footings will amount to less than 1 inch and 1/2 inch, respectively, under the assumed loads. D.3. Retaining Walls Although retaining walls on this site have not been planned for, the following section discusses the general needs for construction of retaining walls. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 8 D.3.a. Drainage Control We recommend installing subdrains behind the retaining walls, adjacent to the wall footings. Preferably the subdrains should consist of perforated pipes embedded in washed gravel, which in turn is wrapped in filter fabric. Perforated pipes encased in a filter "sock' and embedded in washed gravel, however, may also be considered. We recommend routing the subdrains to a lower elevation part of the site or to a storm drain. D.3.b. Selection, Placement and Compaction of Backfill We recommend that backfill placed within 2 horizontal feet of any retaining walls consist of sand having less than 50 percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. Sand meeting this gradation will need to be imported. We recommend that the balance of the backfill placed against retaining walls also consist of sand, though it is our opinion that the sand may contain up to 20 percent of the particles by weight passing a #200 sieve. If clay must be considered for used to make up the balance of the retaining wall backfill we further recommend that: • The bottoms of the excavations required for retaining construction are wide enough to accommodate compaction equipment. Backfill is placed at moisture contents at least equal to, but not more than three percentage points above, its optimum moisture content. Backfill is placed in loose lifts no thicker than 6 inches prior to compaction. • The relative compaction of the backfill is measured through density testing at intervals not exceeding one test per 50 horizontal feet for each vertical foot of backfill placed. We recommend a walk behind compactor be used to compact the backfill placed within about 5 feet of the retaining walls. Further away than that, a self-propelled compactor can be used. Compaction criteria for below -grade walls should be determined based on the compaction recommendations provided above in Section D.1. The retaining wall backfill should be capped with a low -permeability soil to limit the infiltration of surface drainage into the backfill. The finished surface should also be sloped to divert water away from the walls. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 9 D.3.c. Configuring and Resisting Lateral Loads Below -grade wall design can be based on active earth pressure conditions if the walls are allowed to rotate slightly. If rotation cannot be tolerated, then design should be based on at -rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required when walls are backfilled with sand`. Rotation up to 0.02 times the wall height is required when walls are backfilled with clay. To design for sand backfill, excavations required for wall construction should be wide enough and flat enough so that sand is present within a zone that (1) extends at least two horizontal feet beyond the bottom outer edges of the wall footings (the wall heel, not the stem) and then (2) rises up and away from the wall at an angle no steeper than 60 degrees from horizontal. We anticipate these geometric conditions will be met if the excavations meet OSHA requirements for the types of soils likely to be exposed in the excavation, and the wall footings are cast against wood forms rather than any portion of the excavation. Recommended equivalent fluid pressures for wall design based on active and at -rest earth pressure conditions are presented below in Table 2. Assumed wet unit backfill weights, and internal friction angles are also provided. The recommended equivalent fluid pressures in particular assume a level backfill with no surcharge —they would need to be revised for sloping backfill or other dead or live loads that are placed within a horizontal distance behind the walls that is equal to the height of the walls. Our design values also assume that the walls are drained so that water cannot accumulate behind the walls. Table 2. Recommended Below -Grade Wall Design Parameters Equivalent Fluid Equivalent Fluid Wet Unit Weight Friction Angle Pressure, Active Case Pressure, At -Rest Case Backfill Soil (pcf) (deg) (pcf) (pcf) Sand 120 1 33 35 55 Clay 120 1 26 50 70 Resistance to lateral earth pressures will be provided by passive resistance against the retaining wall footings, and by sliding resistance along the bottoms of the wall footings. We recommend assuming a passive pressure equal to 300 pcf and a sliding coefficient equal to 0.30. These values are un-factored. DA Interior Slabs D.4.a. Subgrade Modulus We recommend using a modulus of Subgrade reaction, k, of 100 pounds per square inch per inch of deflection (pci) to design the slabs with a clayey subgrade. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 10 DA.b. Moisture Vapor Protection If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder orvapor barrier be place immediately beneath the slab. Some contractors prefer to bury the vapor retarder or barrier beneath a layer of sand to reduce curling and shrinkage, but this practice risks trapping water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or barrier is placed, we recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. D.S. Exterior Slabs It is likely that the exterior slabs could be underlain with lean clay, sandy lean clay or clayey sand, most of which are considered to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated due to surface runoff or infiltration or are excessively wet in -situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and related surface features could also develop. This type of heaving could impact design drainage patterns and the performance of the paved areas or exterior slabs. To address most of the heave related issues, we recommend the general site grades and grades for surface features be set to direct surface drainage away from buildings, across large paved areas and away from walkways to limit the potential for saturation of the subgrade and any subsequent heaving. General grades should also have enough "slope' shown to tolerate potential larger areas of heave which may not fully settle when thawed. Even small amounts of frost -related differential movement at walkway joints or cracks can create tripping hazards. Several subgrade improvement options can be explored to address this condition. The most conservative and potentially most costly subgrade improvement option to help limit the potential for heaving, but not eliminate it, would be to remove any frost -susceptible soils present below the exterior slabs "footprint" down to the bottom -of -footing grades or to a maximum depth of 5 feet below subgrade elevations, whichever is less. We recommend the resulting excavation then be refilled with sand or sandy gravel having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 11 Another subgrade improvement option would be to build in a transition zone between those soils considered to be frost -susceptible and those that are not to somewhat control where any differential movement may occur. Such transitions could exist between exterior slabs and pavements, between entry way slabs and sidewalks, and along the sidewalks themselves. For this option, the frost -susceptible soils in critical areas would be removed to a depth of at least 4 feet below grade as discussed above. The excavation below the footprint of the sidewalks or other slabs would then be sloped upward at a gradient no steeper than 3:1 (horizontal : vertical) toward the less critical areas. The bottom of the excavation should then be sloped toward the center so that any water entering the excavation could be quickly drained to the deepest area for removal. In the deepest areas of the excavation, a series of perforated drainpipes will need to be installed to collect and dispose of surface water infiltration and/or groundwater that could accumulate within the backfill. The piping would need to be connected to a storm sewer or a sump to remove any accumulated water. If the water is not removed, it is our opinion this option will not be effective in controlling heave. Regardless of what is done to the walkway or pavement area subgrade, it will be critical the end -user develop a detailed maintenance program to seal and/or fill any cracks and joints that may develop during the useful life of the various surface features. Concrete and bituminous will experience episodes of normal thermo-expansion and thermo-contraction during its useful life. During this time, cracks may develop and joints may open up, which will expose the subgrade and allow any water flowing overland to enter the subgrade and either saturate the subgrade soils or to become perched atop it. This occurrence increases the potential for heave due to freezing conditions in the general vicinity of the crack orjoint. This type of heave has the potential to become excessive if not addressed as part of a maintenance program. Special attention should be paid to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. DA Pavements D.6.a. Subgrade Proof -Roll Prior to placing aggregate base material, we recommend proof -rolling pavement subgrades to determine if the subgrade materials are loose, soft or weak, and in need of further stabilization, compaction or sub - excavation and re -compaction or replacement. D.6.15. Design Sections Laboratory tests to determine an R-value for pavement design were not included in the scope of this project. Based on the soils present in the borings and our experience with similar projects in the area, however, it is our opinion that an R-value of 10 can be assumed for design purposes with a clayey subgrade. BRauN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 12 Based upon the aforementioned traffic loads and an R-value of 10, we recommend a light -duty pavement section that includes 3 1/2 inches of bituminous pavement (a 1 1/2-inch surface course over a 2-inch base course) over 8 inches of aggregate base material. For heavy-duty areas, we recommend 4 inches of bituminous pavement (a 1 1/2-inch surface course over a 2 1/2-inch base course) over 12 inches of aggregate base material. To provide better drainage and lower frost susceptibility for the pavements we also recommend that both light and heavy duty pavements have at least 12 inches of select granular borrow placed below them. The above pavement designs are based upon a 20-year performance life. This is the amount of time before major reconstruction is anticipated. This performance life assumes maintenance, such as seal coating and crack sealing, is routinely performed. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. D.6.c. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points and about catch basins. The drainpipes should be placed in small trenches extended at least 8 inches below the granular subbase layer — or aggregate base material where no subbase is present. D.7. Utilities D.7.a. Subgrade Stabilization We anticipate that utilities can be installed per manufacturer bedding requirements. However if any soft or unstable soils are encountered at pipe invert elevations, these soils should be subcut and replaced with suitable bedding material. D.7.b. Selection, Placement and Compaction of Backfill We recommend selecting, placing and compacting utility backfill in accordance with the recommendations provided above in Section D.1. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 13 D.B. Construction Quality Control D.8.a. Excavation Observations We recommend having a geotechnical engineer observe all excavations related to subgrade preparation and spread footing, slab -on -grade and pavement construction. The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations, and the adequacy of required excavation oversizing. D.8.b. Materials Testing We recommend density tests be taken in excavation backfill and additional required fill placed below spread footings, slab -on -grade construction, beside foundation walls, behind retaining walls, and below pavements. We recommend Gyratory tests on bituminous mixes to evaluate strength and air voids, and density tests to evaluate compaction. We also recommend slump, air content and strength tests of Portland cement concrete. D.B.c. Pavement5ubgrade Proof -Roll We recommend that proof -rolling of the pavement subgrades be observed by a geotechnical engineer to determine if the results of the procedure meet project specifications, or delineate the extent of additional pavement subgrade preparation work. D.B.d. Cold Weather Precautions If site grading and construction is anticipated during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen soils should be used as fill. Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete should not be placed on frozen subgrades. Concrete should be protected from freezing until the necessary strength is attained. Frost should not be permitted to penetrate below footings. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 14 D.9. Additional Soil Borings When a specific type of construction is finalized, we recommend that additional soil borings and a geotechnical evaluation be completed. The borings and evaluation can then provide recommendations that are specifically for the proposed construction. E. Procedures E.1. Penetration Test Borings The penetration test borings were drilled on January 29, 2013 with an auger drill equipped with hollow - stem auger. The borings were performed in accordance with ASTM D 1586. Penetration test samples were taken at 2 1/2- or 5-foot intervals. Actual sample intervals and corresponding depths are shown on the boring logs. E.2. Material Classification and Testing E.2.a. Visual and Manual Classification The geologic materials encountered were visually and manually classified in accordance with ASTM Standard Practice D 2488. A chart explaining the classification system is attached. Samples were placed in jars or bags and returned to our facility for review and storage. E.2.b. Laboratory Testing The results of the laboratory tests performed on geologic material samples are noted on or follow the appropriate attached exploration logs. The tests were performed in accordance with ASTM or AASHTO procedures. E.3. Groundwater Measurements The drillers checked for groundwater as the penetration test borings were advanced, and again after auger withdrawal. The boreholes were then immediately backfilled. BRAUN INTERTEC Copperwood Real Estate ProjectBL-12-07372 February 13, 2013 Page 15 F. Qualifications F.1. Variations in Subsurface Conditions F.1.a. Material Strata Our evaluation, analyses and recommendations were developed from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation and thickness away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed, our recommendations should be re-evaluated. Such variations could increase construction costs, and a contingency should be provided to accommodate them. FA.b. Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. It should be noted that the observation periods were relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. F.2. Continuity of Professional Responsibility F.2.a. Plan Review This preliminary report is based on a limited amount of information, and a number of assumptions were necessary to help us develop our recommendations. It is recommended that ourfirm review the geotechnical aspects of the designs and specifications, and evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs and specifications. BRAUN INTERTEC Copperwood Real Estate Project BL-12-07372 February 13, 2013 Page 16 F.2.b. Construction Observations and Testing It is recommended that we be retained to perform observations and tests during construction. This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility. F.3. Use of Report This report is forthe exclusive use of the parties to which it has been addressed. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. FA Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN INTERTEC Appendix BRAUN INTERTEC ■ s_N mmE ( � ! � | � � LOG OF BORING INTERTEC Braun Project BL-12-07372 BORING: ST-1 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Lakes Business Park Powers Boulevard and Lake Drive West Chanhassen, Minnesota DRILLER: J. Cherrnak METHOD: 3 114" HSA. Autohammer DATE: VM3 SCALE: 1" = 4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 957.7 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) % OL — ORGANIC CLAY, black, frozen. (Topsoil) Surface elevations obtained using gps, — Sc - except for ST-3 which CLAYEY SAND, trace of Gravel, brown, frozen, then dry to to moist, stiff to very stiff. was estimated from the topographic site plan. 14 13 20 24 16 27 945.7 12.0 CL SANDY LEAN CLAY, trace of Gravel, brown, moist to — wet, rather stiff to very stiff. 13 (Glacial Till) 18 12 936.7 21.0 END OF BORING. Water not observed with 19 1/2 feet of hollow -stem — auger in the ground. — Water not observed to cave-in depth of 16 1 /2 feet immediately after withdrawal of auger. Boring immediately backfilled. BL-12-07372 Bmw InWtw Corparafim ST-1 page 1 or 1 LOG OF BORING INTERTEC Braun Project BL-12-07372 BORING: ST-2 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Lakes Business Park Powers Boulevard and Lake Drive West Chanhassen, Minnesota DRILLER: J. Chermak METHOD. 31/4" HSA, Autohammer DATE: 1IM13 SCALE: 1" =4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 953.4 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) % OL -- ' ORGANIC CLAY, dark brown, frozen. 952.4 1.0 _ - (Topsoil) CLAYEY SAND, trace of Gravel, brown, frozen to SC moist, stiff. (Glacial Till) 14 16 949.4 4.0 CL SANDY LEAN CLAY, trace of Gravel, brown, moist to — wet, rather stiff to very stiff. (Glacial Till) 11 11 18 19 No sample recovered. 11 11 934.4 19.0 CL LEAN CLAY, brown, wet, rather stiff. — (Glacial Till) 10 930.4 23.0 CL SANDY LEAN CLAY, trace of Gravel, gray, wet, rather stiff. (Glacial Till) 9 927.4 26.0 END OF BORING. Water not observed with 24 1/2 feet of hollow -stem — auger in the ground. — Water not observed to cave-in depth of 18 1/2 feet immediately after withdrawal of auger. Boring immediately backfilled. 13L-12-07372 5mun Inte CaWM= JI-z palm 1 a 1 BRAUN'' INTERTEC LOG OF BORING Braun Project BL-12-07372 BORING: ST-S GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Lakes Business Park Powers Boulevard and Lake Drive West Chanhassen, Minnesota DRILLER: J. Chermak METHOD: 3 1/4" HSA, Autohammer DATE: 1/29113 SCALE. 1" = 4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 938.0 0.01 Symbol (Soil-ASTM D2488 or D2487, Rock -USAGE EM1 110-1 -2908) % OL - ORGANIC CLAY, dark brown, frozen. - (Topsoil) 936.0 2.0 SC CLAYEY SAND, trace of Gravel, brown, moist, very stiff. 21 16 934.0 4.0 (Glacial Till) CL SANDY LEAN CLAY, trace of Gravel, brown, moist to — wet, rather stiff to very stiff. (Glacial Till) 17 20 22 12 27 924.5 13.5 END OF BORING. — Water not observed with 12 feet of hollow -stem auger in the ground. Water not observed to cave-in depth of 9 1/2 feet - immediately after withdrawal of auger. - Boring immediately backfilled. BL-12-07372 Braun lntmtw Corporation ST-3 page 1 or 1 BRAUN" INTERTEC LOG OF BORING Braun Project BL-12-07372 BORING: STA GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Lakes Business Park Powers Boulevard and Lake Drive West Chanhassen, Minnesota DRILLER: J.Chermak METHOD: 3 1/4" HSA, Autohammer DATE: 1129113 SCALE. V=4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 949.0 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) % _ 948.4 0.6 OL _ ORGANIC CLAY, dark brown, frozen. (Topsoil) - SC CLAYEY SAND, trace of Gravel, brown, frozen to - moist, stiff to very stiff. (Glacial Till) 13 16 20 16 _ 25 940.0 9.0 CL SANDY LEAN CLAY, trace of Gravel, brown, moist to — wet, stiff to very stiff. (Glacial Till) 16 15 18 14 928.0 21.0 END OF BORING. Water not observed with 17 feet of hollow -stem auger - in the ground. - Water not observed to cave-in depth of 17 feet immediately after withdrawal of auger. Boring immediately backfilled. BL-12-07372 Braun Interte Corporation ST4 page 1 of 1 BRAVN INTERTEC Descriptive Terminology of Soil Standard D 2487 - 00 Classification of Soils for Engineering Purposes (Unified Soil Classification System) Criteria for Assigning Group Symbols and Soils Classification Group Group Names Using Laboratory Tests Symbol Group Name b n `o Gravels Clean Gravels C"24and 1SC 5 3` GW Well -graded gravel° —a m c Mom than 50%of 5%or less fines' C"<4 and/or1>Cr>3` GP Poorly graded gravel e y coarse tradion Gravels with Fines Fines classify as ML or MH GM Siltygravel brs n So retainedon Fines classify as CL or CH GC Clayey gravel drs +xZ No.4 sieve More than 12%fines` `qtto Sands Clean Sands C"2 6 and 1 < Cr S3 ` SW Well -graded sand b ! as50%or more of 5%or less fines' C <6 and/or 1>C�>3` SP Poorly graded sand^ e " V o coarse fraction passes Sands with Fines Fines classify assify as ML or MH SM Silty sans" I Fines classify as CL or CH SC Clayey sand fgh E No.4 sieve More than 12%I e c '- Inorganic PI> 7 and plots on orabove"A'linet CL Lean da "I" PI <4 or plots below "A' liner ML Sill x m e m u Silts and Clays Liquid limit Organic Liquid limit- oven dried < 0,75 OL Organic day x "" " So m = less than 50 c a o Liquid limit- not dried OL Organic silt `o $ Silts and clays Inorganic PI plots on or above "A' line CH Fat clayx m PI plots below "A" line MH Elastic sit x I in oE It zo Liquid limit Organic Liquid limit- oven dried OH Organic day "' n ZL o 50 or more < 075 Liquid limit- not dried OH Organic silt x I m q Highly Organic Soils I Primarily organic matter, dark in color and organic odor PT Peat a If on Sample contained l]Smm)s, or b. p fiep sample wntalned Cobbles a bWders, or both, add Yvith topples or boubers a both' to group name. 01rxD. d ifsalmdem5215%sorbadd' wthsandtogroopnarte. e. GraYelaWelSb 12%fi ravequ with SIR aymbds: GWGM wHlyraded gravel wnh sift GWGC pooymtled gravel gravelbday GP -GM poorly graded gravel with sill GP -GC poorly graded gravel with clay g Itfires morga as CL-ML use dual symbol GC GM m SCSM. g. Ii Sol add wnh orgamc fines tom t reou I 0 a01I comaino 215% gravel. add with gravel' to group tame i. Sands with5to 1radedes requiredua symbols. SWSM wel-graded sand with cla SWSC well -graded sand with clay SPSM poorly graded lard wnh silt SPSC poorly graded sand alb clay k It AdeNetle limits plot in plus No area, Soilissand" or. Silty Gay k If sal conainst O to 29'ie plus No.200am comaithy sand `id -San y t wM1CMvalapradgratflnt Ifsax lcortains2t0 plus Nt.200,preaomireringarb, add`satdy'togmpnanx:. m of andns23o r plus N above W liedarirentlY 9raval. add-9mvelN togtoly name. n. PI 2 4 orb plots on -K line 'A' line. o PI <4 or puns bove K' lire. p. PI plots be or above e line. q PI plots below "A" line 60 50 Q. / V / / / a o G / / / V / 01 G, MH or OH / ML or OL cL. � 10 7 4 00 10 16 20 30 40 60 60 70 80 90 100 Liquid Limit (LL) Laboratory Tests DIDDry density, pd OC Organic Content,% WD Wet density, putS Percent of saturation. % MC Natural moisture Content, % SG Specific gravity LL Ligiuid limit. % C Cohesion. pit PL Plastic limit, % 0 Angle of internal friction PI Plasticityindex, % all Unconfined Compressive strength, psf P200 % passing 200 sieve qp Pocket penetrometer strength, felt 110 Particle Size Identification Boulders.... ........ .__..... ... over 12' Cobbles _. _. _...................... 3'to 12' Gravel Coarse ............................ 311 to 3' Fine ................................. No. 4 to 314" Sand Coarse _......_._............... No. 4 to No. 10 Medium ........................... No. 10 to No. 40 Fine .....____ ... _ -....... No. 40 to No. 200 Sift .... ........................ .....<No, 200, PI<4 or belosi line Clay - ......... .................... ..... <No. 200, PI24 and on or above'A' line Relative Density of Cohesionless Soils Veryloose ............... - .... ....... ... 0l0 4 BPF Loose._ . ... .... ................. ....... .._ 5to 10 BPF Medium dense ......--._.-...... 11 to 30 BPF Dense .......... _............ .._......._ 31 to 50 BPF Very dense.. - . ..... over 50 BPF Consistency of Cohesive Soils Very soft... ..... .................... 0 to 1 BPF Soft ....................................... 2 to 3 BPF Rather soft ...........- .................. 4 to 5 BPF Medium......... 6 to 8 BPF Rather stiff ....... ......... -............. 9 to 12 BPF S1i0 13 to 16 BPF Very stiff ................................... 17 to 30 BPF Hard ....................................... over 30 BPF Drilling Notes Standard penetration test bonngs were advanced by 3 1/4' or 6 1/4' ID hollow -stem augers unless noted otherwise, Jetting water was used to clean out auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix "ST" (Split Tube). All samples were taken with the standard 2'OD split -tube sampler, except where noted. Power auger borings were advanced by 4- or 6" diameter continuous - flight, solid -stem augers. Soil classifications and strata depths were in- fened from disturbed samples sugared to the surface and are, therefore. somewhat approximate. Power auger borings are designated by the ptefix'B." Hand auger borings were advanced manually with a 1 1/2' or 3 1/4" diameter auger and were limited to the depth from which the auger Could be manually withdrawn. Hand auger borings are indicated by the prefix 'H.' BPF: Numbers indicate blows Per foot recorded in standard penetration test, also known as'N" value. The sampler was set 6" into undisturbed soil below the hollow -stem auger. Driving resistances were then Counted for second and third 6' increments and added to get BPF Where they differed significantly, they are reported in the following form: 2/12 forthe second and third 6' increments, respectively. WIN: WH indicates the sampler penetrated soil underweight of hammer and rods alone', driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone: hammer weight and driving not required. TW indicates thin -walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. Rev ]N1