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CAS-18_2016-18 SPR IDI EXPANSIONGenerous, Bob From: Generous, Bob Sent: Wednesday, January 03, 2018 4:03 PM To: 'Jennifer Becker' Cc: Kathleen Smith; Ileana Newton Subject: RE: Combination Form to be completed ASAP Attachments: Lot combination application.pdf Jennifer, Please combine the parcels under one PID. These parcels are now considered a zoning lot and one property from the city's perspective. This combination was required as part of the site plan approval for the expansion of the building on the property. (Planning Case #2016-18) Thank you for your assistance. If there is anything else you need, please let me know. 4 L CV From: Jennifer Becker(mailto:jbecker@co.carver.mn.usj Sent: Wednesday, January 03, 2018 1:27 PM To: Generous, Bob <bgenerous@ci.chanhassen.mn.us> Cc: Kathleen Smith <ksmith@co.carver.mn.us>; Ileana Newton <inewton@co.carver.mn.us> Subject: Combination Form to be completed ASAP Importance: High Bob — Good afternoon. I have a letter requesting a combination of two parcels. 25.0820010 & 25.0820020 (which was replatted to 25.0670010). Please complete the attached combination form ASAP and email back to me in order to get this completed for pay 2018. Thank you. Jennifer Becker Carver Counh Land Records Technician 952-361-1929 j becker(a-) co.carver.mn.us Robert Generous, AICP Senior Planner CITY OF CHANHASSEN PH. 952.227.1131 FX. 952.227.1110 $� www.ci.chanhassen.mn.us L CV From: Jennifer Becker(mailto:jbecker@co.carver.mn.usj Sent: Wednesday, January 03, 2018 1:27 PM To: Generous, Bob <bgenerous@ci.chanhassen.mn.us> Cc: Kathleen Smith <ksmith@co.carver.mn.us>; Ileana Newton <inewton@co.carver.mn.us> Subject: Combination Form to be completed ASAP Importance: High Bob — Good afternoon. I have a letter requesting a combination of two parcels. 25.0820010 & 25.0820020 (which was replatted to 25.0670010). Please complete the attached combination form ASAP and email back to me in order to get this completed for pay 2018. Thank you. Jennifer Becker Carver Counh Land Records Technician 952-361-1929 j becker(a-) co.carver.mn.us Disclaimer: Information in this message or an attachment may be government data and thereby subject to the Minnesota Government Data Practices Act, may be subject to attorney-client or work product privilege, may be confidential, privileged, proprietary, or otherwise protected. The unauthorized review, copying, retransmission, or other use or disclosure of the information is strictly prohibited. If you are not the intended recipient of this message, please immediately notify the sender of the transmission error and then promptly delete this message from your computer system. Date Received CARVER COUNTY Taxpayer Services Department Government Center - Administration Building 600 East 4th Street el!6 Chaska, MN 55318-2102 taxsvc@co.carver.mn.us Phone(952)361-1910 Fax(952)361-1919 Application to Combine Real Estate Parcels Per MN Statute 272.46 the county auditor, upon written application of any person, shall for property tax purposes only, combine legal descriptions of contiguous parcels to which the applicant(s) hold title. In order to be combined, the following requirements must be met: • Receipt of completed form by owner or designated representative • Based upon deeds of record, parcels must be of the same (identical) ownership • Parcels must be contiguous • Parcels must be located in same unique taxing districts (TAG) • Current year and delinquent taxes must be paid on each parcel • If parcels are in a Tax Increment Financing District (TIF), they must be located in the same TIF district • If special assessments are not paid on all parcels, the city/township would need to recertify the special assessments for the new parcel CAUTION Parcels that have been combined cannot be subdivided again without local municipality approval. If located in a township, Carver County Land Management Office must also approve the subdivision. Combined property tax will be reflected on next year's tax statement Owner (Applicant) Name: EQUITABLE HOLDING CO. LLC Address: 8303 Audobon Rd Chanhassen, MN 55317-9494 Parcels #'s to be combined: 25.0820010 25.0670010 Signature: Phone Number: 1_O+ / 131.1 "j.,, GNB C.- 10 4 �+ I P.t V-� 1 A .2, c r _. 10p &—*� Date: //3) )s Please mail, fax or email completed and signed application to Taxpayer Services Department as Ii Aed above. Applications must be received by Dec. 31s' to be considered for the following tax yeas For Office Use Only: Approved Denied By: Reason Denied: Thomas J. Campbell Roger N. Knutson Elliott B. Knetsch Joel J. Jamnik Andrea McDowell Poehler Soren M. Mattick John F. Kelly Henry A. Schaeffer, III Alina Schwartz Shana N. Conklin Amy B. Schutt James J. Monge, III Jerome M. Porter Kurt S. Fischer Matthew K. Brokl Grand Oak Office Center 1 860 Blue Gentian Road Suite 290, Fagan, MN 55121 651-452-5000 Fax 651-234-6237 www.ck-law.com CAMPBELL KNUTSON Professional Association November 15. 2017 Bob Generous City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 Re: Recorded Documents / Audubon Corporate Center 2°d Addition Dear Mr. Generous: Please find enclosed, for the City's file, the original recorded documents regarding the above -referenced matter. Copies of these documents were e-mailed to you on November 1, 2017. Thank you. /jmo Enclosures 195262v1 Very truly yours, CAMPBELL KNUTSON No essional Ass ' tion Je Ison, Legal Assistant i DOCUMENT TITLE: Document No. A653911 OFFICE OF THE COUNTY RECORDER CARVER COUNTY, MINNESOTA Recorded on -October 26, 2017 8:55 AM Fee: $48.00 1111111111111111111 911 CARVER COUNTY RECORDER/REGISTRAR OF TITLES DOCUMENT COVER SHEET Kaaren Lewis County Recorder Resolution Approving a Final Plat Audubon Corporate Center 2nd Addition Resolution No: 2016-53 DOCUMENT DATE: July 25, 2016 DOCUMENT NAMES: City of Chanhassen CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA DATE: July 25, 2016 RESOLUTION NO: 2016-53 MOTION BY: Tjornhon SECONDED BY: Campion A RESOLUTION APPROVING A FINAL PLAT AUDUBON CORPORATE CENTER 2ND ADDITION WHEREAS, Eden Trace Corp. and Equitable Holding Co. LLC. have requested the final plat of Outlot A, Audubon Corporate Center 0 Addition into 2.65 -acre lot; and WHEREAS, the Chanhassen City Council held a hearing on July 25, 2016, and found the plan consistent with the Chanhassen Comprehensive Plan and Zoning ordinance. NOW, THEREFORE, BE IT RESOLVED that the Chanhassen City Council hereby approves the final plat for Audubon Corporate Center 2nd Addition (Planning Case #2016-18) for Equitable Holding Co. LLC for property legally described Outlot A, Audubon Corporate Center 1" Addition, Carver County, Minnesota, subject to the following conditions: 1. Existing City boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. 2. A wetland buffer 20 feet in width and a 30 -foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 50% of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be moved out of this 15 -foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. The retaining wall needs to be moved so that it is at least 15 feet from the edge of the buffer or 35 feet from the wetland edge. *This condition has been met. 4. A NPDES Phase H Construction Site Storm Water Permit will be required from the Minnesota Pollution Control Agency (MPCA) for this site. *This condition has been met. 5. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $23,500.69 due with the final plat. 6. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering)) and comply with their conditions of approval. 7. Park fees in the amount of $33,125.00 shall be paid prior to recording the final plat. 8. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 9. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. 10. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevations should be added to the retaining wall. 11. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 12. Sanitary sewer and watermain hookup fees will be required at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. 13. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416.00. 14. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. Passed and adopted by the Chanhassen City Council this 25`x' day July of 2016. ATTEST: Todd' Gerhardt, City Clerk/Manager YES NO Laufenburger None Campion McDonald Ryan Tjomhom `A 1� 0 ABSENT None CERTIFICATION STATE OF MINNESOTA ) ) ss COUNTY OF CARVER ) I, Kim T. Meuwissen, duly appointed and acting Deputy Clerk for the City of Chanhassen, Minnesota, do hereby certify that I have compared the foregoing copy of Resolution No. 2016-53 "Approving a Final Plat Audubon Corporate Center 2°a Addition" adopted by the Chanhassen City Council on July 25, 2016 with the original copy now on file in my office and have found the same to be a true and correct copy thereof. Witness my hand and official seal at Chanhassen, Minnesota, this 26h day of July, 2016. Kim T Meu ' sen, Depu Clerk Document No. A653912 OFFICE OF THE COUNTY RECORDER CARVER COUNTY, MINNESOTA Recorded on -October 26, 2017 8:55 AM Fee: $48.00 111111 E53912 911 IIIA (Reserved for Recording Data) MORTGAGE HOLDER CONSENT TO PLAT Kaaren Lewis County Recorder THIS CONSENT TO PLAT, made this .4 A day of October . 2017, is granted by CHARTER BANK. For One Dollar and other good and sufficient consideration, in hand received, Charter Bank, which holds the following mortgages: Mortgage recorded November 15, 2016 as Carver County document no. A636950; Mortgage recorded November 18, 2016 as Carver County document no. A637145; and Mortgage recorded November 18, 2016 as Carver County document no. A637146; on the property legally described as Oudot A, Audubon Corporate Center P' Addition, hereby consents to the platting of land in Carver County to be known as AUDUBON CORPORATE CENTER 2VD ADDITION. This consent is irrevocable and Charter Bank agrees to cooperate in the signing and filing of any and all documents which may be necessary for the filing of a plat with respect to this property. CHARTER BANK By: n Troy S. erk, Market President STATE OF MINNESOTA ) I UNDACDAHb //1� )ss. NOTARY PUBLIC -M NNisOTi1 COUNTY OF COrV[f ) The foregoing instrument was acknowledged before met 1s fUCle l 2017, by Troy S. Werk, the Market President of Charter Bank, on its behalf. �f (/�t. 4.4, d . Notary Public DRAFTED BY: Campbell Knutson, P.A. 860 Blue Gentian Road, Suite 290 Eagan, Minnesota 55121 AMP/jmo 194199v Document No. A653913 OFFICE OF THE COUNTY RECORDER CARVER COUNTY, MINNESOTA Recorded on -October 26, 2017 8:55 AM Fee: $56.00 IIIIIIIIIIIIIIIIIII 653913 PLAT M A P Kaaren Lewis County Recorder PLAT NAME: Audubon Corporate Center 2nd Addition OWNER(S): Equitable Holding Company LLC UNDERLYING LEGAL: Outlot A, Audubon Corporate Center 1 st Addition PARENT PID(S): 25.0820020 PLAT FILE/SLEEVE NUMBER: 1'733 255^1,_ I H u.m� avou Noenanv I Jul OR Elggi Vile N LU Uj U LU 0 all C13 11 D < I H u.m� avou Noenanv I Jul OR Elggi Vile Document No. A653914 OFFICE OF THE COUNTY RECORDER CARVER COUNTY, MINNESOTA Recorded on -October 26, 2017 8.55 AM Fee. 348.00 IIIIII III IIIIIIIIII CKaaren Lewis ounty Recorder 653914 CITY OF CHANHASSEN SITE PLAN AGREEMENT # 2016-18 IDI DISTRIBUTION EXPANSION SPECIAL PROVISIONS AGREEMENT dated July 25, 2016, by and between the CITY OF CHANHASSEN, Minnesota municipal corporation, (the "City"), and Eden Trace Corporation, (the "Developer"). 1. Request for Site Plan Approval. The Developer has asked the City to approve a site plan for a 26,962 square foot, main floor building expansion with an 8,555 square -foot second story (referred to in this Agreement as the "project"). The land is located in Carver County, Minnesota, legally described as Lot 1, Block 1, Audubon Corporate Center 1s` Addition and Lot 1, Block 1, Audubon Corporate Center 2"d Addition. 2. Conditions of Site Plan Approval. The City hereby approves the site plan on condition that the Developer enters into this Agreement and fumish the security required by it. 3. Development Plans. The project shall be developed and maintained in accordance with the following plans. The plans shall not be attached to this Agreement. If the plans vary from the written terms of this Agreement, the written terms shall control. The plans are: Plan A—Site Plan prepared by Sambatek, dated July 1, 2016. Plan B --Grading, Drainage and Erosion Control Plans prepared by Sambatek, dated July 1, 2016. Plan C—Landscaping Plan prepared by Sambatek, dated July 1, 2016. Plan D — Utility Plan prepared by Sambatek, dated July 1, 2016. Plan E — Building Plans prepared by Houwman Architects dated June 16, 2016 4. Time of Performance. The Developer shall install all required screening and landscaping by September 1, 2017. The Developer may, however, request an extension of time from the City. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 5. Security. To guarantee compliance with the terms of this Agreement, the Developer shall fianish the City with a letter of credit from a bank, cash escrow, or equivalent ("security") for $65,000.00 (erosion control, landscaping storm water). If the Developer requests a Certificate of Occupancy prior to the installation of site landscaping, then the developer shall provide to the city a letter of credit or cash escrow in an amount sufficient to insure the installation of said landscaping. PROCEDURES FOR LETTER OF CREDIT REDUCTION a. Requests for reductions of Letters of Credit must be submitted to the City in writing by the Developer or his Engineer. b. Partial lien waivers totaling the amount of the requested reduction shall accompany each such request. c. Any reduction shall be subject to City approval. 6. Notices. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by certified mail at the following address: Mark Undestad Eden Trace Corporation 8821 Sunset Trail Chanhassen, MN 55317 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 7. Other Special Conditions. City Council approves a site plan for the expansion of IDI Distribution Building subject to the following conditions: Building Official a. The building is required to have automatic fire extinguishing system. b. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. c. Soil evaluation (geo-technical) report required. d. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. e. Detailed occupancy related requirements will be addressed when complete building plans are submitted f. The owner and or their representative shall meet with the hmspections Division as soon as possible to discuss plan review and permit procedures. En>dneerin¢ a. Lot 1, Block 1, Audubon Corporate Center 21 Addition and Lot 1, Block 1, Audubon Corporate Center le Addition shall be combined into one zoning lot with one PID number. b. The applicant's surveyor shall show all easements of record on the existing plan sheet based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. c. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the stone sewer they are removing. d. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. e. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. f. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. g. The applicant must submit a soils report to the city prior to recording the site plan agreement. h. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. i. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. j. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. k. The applicant must submit a SWPPP and erosion control plan per City Code §19-145 for staff review prior to recording the site plan agreement. 1. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. in. The applicant shall obtain permits ftom all appropriate regulatory agencies and comply with their conditions of approval. n The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 90° parking spaces or to use angled parking prior to a notice to proceed. o. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. p. Water main to be installed for this project shall be privately owned and maintained during and after construction. q. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. r. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. s. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. t. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources a. All existing trees to the north and west of the parking lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. Plannin¢ a The applicant shall enter into a site plan agreement and provide the necessary securities required by it. b. Dumpsters, if placed outside, shall be properly screened. Water Resources a. The applicant shall apply for and receive a General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. b. The applicant must demonstrate that they can achieve the 90% TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building pemrit. c. The applicant must provide the water quality modeling, in both a,s mmarry and the actual electronic model used to the city for review and approval prior to issuance of the building permit. d. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. e. The infiltration basin must be placed within a drainage and utility easement. f. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit. g. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. h. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. i. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. j. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. k. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. 1. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. 8. General Conditions. The general conditions of approval are attached as Exhibit "A" and incorporated herein. STATE OF MINNESOTA ) 314ae Ear -ti' (ss COUNTY OF Gerhardt, City Manager EDEN TRACE COROPORATION BY: Mark Undestad Its President The foregoing instrument was acknowledged before me this-aday of Novf ✓ 20a, by Denny Laufenbwger, Mayor, and by Todd Gerhardt, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporatiq� and pursuant to the authority granted by its City Council. I r I i, A (�% . -/l STATE OF MINNESOTA ) COUNTY OF 5 VC LaOh (ss. AMY JENNIFER SEYS Notary Public -Minnesota M Comm*Ezpi wJan 31. 2024 The foregoing instrument was acknowledged before me this 2X day of o\/Z 201� by Mark Undestad, the President of Eden Trace Corporation, a Minnesota Corporation, on its behalf. TARP IPLIC DRAFTED BY: ,, , City of Chanhassen AMY JENNIFER SEYS 7700 Market Boulevard Notary Public -Minnesota P. O. BOR 147 Mr Co mesion EMpim Jen 31, 2021 Chanhassm MN 55317 (952) 227-1100 CITY OF CHANHASSEN SITE PLAN Agreement EXHIBIT "A" GENERAL CONDITION 1. Right to Proceed. Within the site plan area, the Developer may not grade or otherwise disturb the earth, remove trees, construct improvements, or any buildings until all the following conditions have been satisfied: 1) this site plan Agreement has been fully executed by both parties and filed with the City Clerk, 2) the necessary security and fees have been received by the City, and 3) the City has issued a building permit in reliance on the foregoing conditions having been satisfied. 2. Maintenance of site. The site shall be maintained in accordance with the approved site plan. Plants and ground cover required as a condition of site plan approval which die shall be promptly replaced. 3. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the plat to perform all work and inspections deemed appropriate by the City in conjunction with site plan development. 4. Erosion Control. Before the site is rough graded, and before any building permits are issued, the erosion control plan, Plan B, shall be implemented, inspected, and approved by the City. The City may impose additional erosion control requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations shall be reseeded forthwith after the completion of the work in that area Except as otherwise provided in the erosion control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion. If the Developer does not comply with the erosion control plan and schedule or supplementary instructions received from the City, the City may take such action as it deems appropriate to control erosion at the Developer's expense. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City s rights or obligations hereunder. No development will be allowed and no building permits will be issued unless there is full compliance with the erosion control requirements. Erosion control shall be maintained until vegetative cover has been restored After the site has been stabilized to where, in the opinion of the City, there is no longer a need for erosion control, the City will authorize removal of the erosion control measures. 5. Clean up. The Developer shall maintain a neat and orderly work site and shall daily clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area that has resulted from construction work by the Developer, its agents or assigns. 6. Warranty. All trees, grass, and sod required in the approved Landscaping Plan, Plan C, shall be warranted to be alive, of good quality, and disease free at the time of planting. All trees shall be warranted for twelve (12) months from the time of planting. The Developer or his contractor(s) shall post a letter of credit or cash escrow to the City to secure the warranties at the time of final acceptance. 7. Responsibility for Costs. A. The Developer shall hold the City and its officers and employees harmless from claims made by itself and third parties for damages sustained or costs incurred resulting from site plan approval and development. The Developer shall indemnify the City and its officers and employees for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including attomeys' fees. B. The Developer shall reimburse the City for costs incurred in the enforcement of this Agreement, including engineering and attorneys' fees. C. The Developer shall pay in fiill all bills submitted to it by the City for obligations incurred under this Agreement within thirty (30) days after receipt. If the bills are not paid on time, the City may halt all development work and construction. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year. 8. Developer's Default. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer is first given notice of the work in default, not less than four (4) days in advance. This Agreement is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 9. Miscellaneous. A. Construction Trailers. Placement of on-site construction trailers and temporary job site offices shall be approved by the City Engineer. Trailers shall be removed from the subject property within thirty (30) days following the issuance of a certificate of occupancy unless otherwise approved by the City Engineer. B. Postal Service. The Developer shall provide for the maintenance of postal service in accordance with the local Postmaster's request. C. Third Parties. Third parties shall have no recourse against the City under this Agreement. D. Breach of Contract. Breach of the terms of this Agreement by the Developer shall be grounds for denial of building permits. E. Severability. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Agreement is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Agreement. F. Occupancy. Unless approved in writing by the City Engineer, no one may occupy a building for which a building permit is issued on either a temporary or permanent basis until the streets needed for access have been paved with a bituminous surface and the utilities tested and approved by the city. G. Waivers/Amendments. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Agreement. To be binding, amendments or waivers shall be in writing, signed by the parties and approved by written resolution of the City Council. The City s failure to promptly take legal action to enforce this Agreement shall not be a waiver or release. H. Recordine. This Agreement shall nm with the land and may be recorded against the title to the property. I. Remedies. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, express or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every right, power and remedy herein set forth or otherwise so existing may be exercised from time to time as often and in such order as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. I Construction Hours. The normal construction hours under this Agreement shall be from 7:00 am. to 9:00 p.m. on weekdays, from 9:00 am. to 5:00 p.m. on Saturdays, with no such activity allowed on Sundays or any recognized legal holidays. Construction activities in conjunction with new developments and city improvement projects, including but not limited to grading, utility installation and paving, requiring the use of heavy equipment shall be permitted between the hours of 7:00 am. and 6:00 p.m. on any weekday and 9:00 am. and 5:00 p.m. on Saturdays. No such activity is permitted on Sundays or public holidays. Operation of all internal combustion engines used for construction or dewatering purposes beyond the normal working hours will require City Council approval. K. Soil Treatment Systems. If soil treatment systems are required, the Developer shall clearly identify in the field and protect from alteration, unless suitable alternative sites are first provided, the two soil treatment sites identified during the site plan process for each lot. This shall be done prior to the issuance of a Grading Permit. Any violation/disturbance of these sites shall render them as unacceptable and replacement sites will need to be located for each violated site in order to obtain a building permit. L. Compliance with Laws Ordinances. and Regulations. In the development of the site plan the Developer shall comply with all laws, ordinances, and regulations of the following authorities: 1. City of Chanhassen; 2. State of Minnesota, its agencies, departments and commissions; 3. United States Army Corps of Engineers; 4. Watershed District; 5. Metropolitan Government, its agencies, departments and commissions. M. Proof of Title. Upon request, the Developer shall furnish the City with evidence satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers too enter into this Development Contract. N. Soil Conditions. The Developer acknowledges that the City makes no representations or warranties as to the condition of the soils on the property or its fitness for construction of the improvements or any other purpose for which the Developer may make use of such property. The Developer further agrees that it will indemnify, defend, and hold harmless the City, its governing body members, officers, and employees from any claims or actions arising out of the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or pollutants were caused to be there by the City. O. Soil Correction The Developer shall be responsible for soil correction work on the property. The City makes no representation to the Developer concerning the nature of suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist FEE OWNER CONSENT TO SITE PLAN AGREEMENT #2016-18 EQUITABLE HOLDING CO. LLC, a Minnesota limited liability company, fee owner of or part of the subject property, the development ofwhich is governed by the foregoing Site Plan Agreement #2016-18, affirms and consents to the provisions thereof and agrees to be bound by the provisions as the same may apply to that portion of the subject property owned by it. Dated this _L&day of Q e(- , 2016. EQUITABLE HOLDING CO. LLC, a Minnesota limited liability company By: sepl Novogratz,Ws Presi6nt STATE OF MINNESOTA ) r )ss. COUNTY OF P ) Thforegoing instrument was acknowledged before me this day of &M ww 2016, by Joseph Novogratz, the President of EQUITABLE HOLDING CO. L C, a Minnesota limited liability company, on behal said limited liabilit company. Notary u lic DONNA MAE LEONARD Notary Public -Minnesota 2.10 Commlemon EIOW Jan 31, 2020 DRAFTED BY: City of Chanhassen 7700 Market Boulevard P. O. BOX 147 Chanhassen, MN 55317 (952)227-1100 MORTGAGE HOLDER CONSENT TO SITE PLAN AGREEMENT CHARTER BANK, which holds a mortgage on the subject property, the development of which is governed by the foregoing Site Plan Agreement, agrees that the Site Plan Agreement shall remain in full force and effect even if it forecloses on its mortgage. 4p4k Dated this (V day of t'V a v ! 2016. CHARTER BANK By: Troy S7Werk, Market President STATE OF MINNESOTA) ; LIlJMCQAIII. (ss. -_. s N04Y1RY=O C•IIIAT'@SOTA COUNTY OF CARVER) '': WCOMMISSIONWIRFS01!lIR021 The foregoing instrument was acknowledged before me this ZOay of Al, �, / he(, 2016 2016, by Troy S. Werk, the Market President of Charter Bank. c. �Oa.4V NOTARY PUBLIC DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA DATE: July 25, 2016 RESOLUTION NO: 2016-53 MOTION BY: Tlornhom SECONDED BY: Campion A RESOLUTION APPROVING A FINAL PLAT AUDUBON CORPORATE CENTER 2ND ADDITION WHEREAS, Eden Trace Corp. and Equitable Holding Co. LLC. have requested the final plat of Outlot A, Audubon Corporate Center into 2.65 -acre lot; and WHEREAS, the Chanhassen City Council held a hearing on July 25, 2016, and found the plan consistent with the Chanhassen Comprehensive Plan and Zoning ordinance. NOW, THEREFORE, BE IT RESOLVED that the Chanhassen City Council hereby approves the final plat for Audubon Corporate Center 2nd Addition (Planning Case #2016-18) for Equitable Holding Co. LLC for property legally described Outlot A, Audubon Corporate Center, Carver County, Minnesota, subject to the following conditions: 1. Existing City boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. 2. A wetland buffer 20 feet in width and a 30 -foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 501/o of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be moved out of this 15 -foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. The retaining wall needs to be moved so that it is at least 15 feet from the edge of the buffer or 35 feet from the wetland edge. *This condition has been met. 4. A NPDES Phase R Construction Site Storm Water Permit will be required from the Minnesota Pollution Control Agency (MPCA) for this site. *This condition has been met. 5. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $23,500.69 due with the final plat. 6. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering)) and comply with their conditions of approval. 7. Park fees in the amount of $33,125.00 shall be paid prior to recording the final plat. 8. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 9. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. 10. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevations should be added to the retaining wall. 11. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 12. Sanitary sewer and watermain hookup fees will be required at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. 13. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416.00. 14. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. Passed and adopted by the Chanhassen City Council this 25'h day July of 2016. ATTEST: Todd' Gerhardt, City Clerk/Manager YES NO Laufenburger None Campion McDonald Ryan Tjornhom ABSENT None CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA DATE: July 25, 2016 RESOLUTION NO: 2016-53 MOTION BY: Tiornhom SECONDED BY: Campion A RESOLUTION APPROVING A FINAL PLAT AUDUBON CORPORATE CENTER 2ND ADDITION WHEREAS, Eden Trace Corp. and Equitable Holding Co. LLC. have requested the final plat of Outlot A, Audubon Corporate Center into 2.65 -acre lot; and WHEREAS, the Chanhassen City Council held a hearing on July 25, 2016, and found the plan consistent with the Chanhassen Comprehensive Plan and Zoning ordinance. NOW, THEREFORE, BE IT RESOLVED that the Chanhassen City Council hereby approves the final plat for Audubon Corporate Center 2"d Addition (Planning Case #2016-18) for Equitable Holding Co. LLC for property legally described Outlot A, Audubon Corporate Center, Carver County, Minnesota, subject to the following conditions: 1. Existing City boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. 2. A wetland buffer 20 feet in width and a 30 -foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 50% of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be moved out of this 15 -foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. 3. The retaining wall needs to be moved so that it is at least 15 feet from the edge of the buffer or 35 feet from the wetland edge. *This condition has been met. 4. A NPDES Phase II Construction Site Storm Water Permit will be required from the Minnesota Pollution Control Agency (MPCA) for this site. *This condition has been met. 5. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $23,500.69 due with the final plat. 6. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering)) and comply with their conditions of approval. 7. Park fees in the amount of $33,125.00 shall be paid prior to recording the final plat. 8. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 9. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. 10. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevations should be added to the retaining wall. 11. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 12. Sanitary sewer and watermain hookup fees will be required at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. 13. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416.00. 14. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. Passed and adopted by the Chanhassen City Council this 25a' day July of 2016. ATTEST: To d Gerhardt, City Clerk/Manager YES NO Laufenburger None Campion McDonald Ryan Tjomhom 2 �,0._� ,.F— urger, Mayor, ABSENT None CITY OF CHANHASSEN SITE PLAN AGREEMENT # 2016-18 IDI DISTRIBUTION EXPANSION SPECIAL PROVISIONS AGREEMENT dated July 25, 2016, by and between the CITY OF CHANHASSEN, a Minnesota municipal corporation, (the "City"), and Eden Trace Corporation, (the "Developer"). 1. Request for Site Plan Approval. The Developer has asked the City to approve a site plan for a 26,962 square foot, main floor building expansion with an 8,555 square -foot second story (referred to in this Permit as the "project"). The land is legally described as Lot 1, Block 1, Audubon Corporate Center and Lot 1, Block 1, Audubon Corporate Center 2"a Addition. 2. Conditions of Site Plan Approval. The City hereby approves the site plan on condition that the Developer enters into this Permit and furnish the security required by it. 3. Development Plans. The project shall be developed and maintained in accordance with the following plans. The plans shall not be attached to this Contract. If the plans vary from the written terms of this Permit, the written terms shall control. The plans are: Plan A—Site Plan prepared by Sambatek, dated July 1, 2016. Plan Brading, Drainage and Erosion Control Plans prepared by Sambatek, dated July 1, 2016. Plan C --Landscaping Plan prepared by Sambatek, dated July 1, 2016. Plan D — Utility Plan prepared by Sambatek, dated July 1, 2016. Plan E — Building Plans prepared by Houwman Architects dated June 16, 2016 4. Time of Performance. The Developer shall install all required screening and landscaping by September 1, 2017. The Developer may, however, request an extension of time from the City. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 5. Security. To guarantee compliance with the terms of this Permit, the Developer shall furnish the City with a letter of credit from a bank, cash escrow, or equivalent ("security") for $65,000.00 (erosion control, landscaping storm water). If the Developer requests a Certificate of Occupancy prior to the installation of site landscaping, then the developer shall provide to the city a letter of credit or cash escrow in an amount sufficient to insure the installation of said landscaping. PROCEDURESFOR LETTER OF CREDIT REDUCTION a. Requests for reductions of Letters of Credit must be submitted to the City in writing by the Developer or his Engineer. b. Partial lien waivers totaling the amount of the requested reduction shall accompany each such request. c. Any reduction shall be subject to City approval. 6. Notices. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by certified mail at the following address: Mark Undestad Eden Trace Corporation 8821 Sunset Trail Chanhassen, MN 55317 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 7. Other Special Conditions. City Council approves a site plan for subject to the following conditions: Building Official a. The building is required to have automatic fire extinguishing system. b. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota c. Soil evaluation (geo-technical) report required. d. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. e. Detailed occupancy related requirements will be addressed when complete building plans are submitted. f. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. En¢ineerin¢ a. Outlot A must be platted as a lot and combined with Lot 1, Block i prior to recording the site plan agreement. b. The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. c. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. d. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. e. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. f. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. g. The applicant must submit a soils report to the city prior to recording the site plan agreement. h. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. i. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. j. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. k. The applicant must submit a SWPPP and erosion control plan per City Code §19-145 for staff review prior to recording the site plan agreement. 1. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. in. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. n. The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 900 parking spaces or to use angled parldng prior to a notice to proceed. o. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. p. Water main to be installed for this project shall be privately owned and maintained during and after construction. q. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. r. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. s. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. t. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources a. All existing trees to the north and west of the parldng lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. Planning a. The applicant shall enter into a site plan agreement and provide the necessary securities required by it. b. Dumpsters, if placed outside, shall be properly screened. Water Resources a. The applicant shall apply for and receive a General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. b. The applicant must demonstrate that they can achieve the 90% TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building permit. c. The applicant must provide the water quality modeling, in both a summary and the actual electronic model used to the city for review and approval prior to issuance of the building permit. d. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. e. The infiltration basin must be placed within a drainage and utility easement. f. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit g. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. h. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. i. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. j. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. k. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. 1. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. 8. General Conditions. The general conditions of this Permit are attached as Exhibit "A" and incorporated herein. CITY OF CHANHASSEN I -W FEW "I Gerhardt, City Manager DEVELOPER: STATE OF MINNESOTA ( ss COUNTY OF CARVER ) S+_ The foregoing instrument was acknowledged before me thija�day oftj4ti�e r, 20 (e by Denny Laufenburger, Mayor, and by Todd Gerhardt, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. — ' KIM T. MEW Notary Public -Minnesota NOTARY P LIC `;y My C=mWW E)OM Jan 31, 2020 STATE OF MINNESOTA ) ( ss. COUNTY OF (ILeje() The foregoing instrument was a knowledged before me this � day of pC� be[ 201(.0 byMQrk l�iYt�i^r,r DEEANN M. Tfl1ET 'T NOTARY PUBLIC Notary P� MyCmYnWbnEap;! 31.2012 DRAFCED BY: City of Chanhassen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952)227-1100 CITY OF CHANHASSEN SITE PLAN PERMIT EXHIBIT "A" GENERAL CONDITION 1. Right to Proceed. Within the site plan area, the Developer may not grade or otherwise disturb the earth, remove trees, construct improvements, or any buildings until all the following conditions have been satisfied: 1) this agreement has been fully executed by both parties and filed with the City Clerk, 2) the necessary security and fees have been received by the City, and 3) the City has issued a building permit in reliance on the foregoing conditions having been satisfied. 2. Maintenance of site. The site shall be maintained in accordance with the approved site plan. Plants and ground cover required as a condition of site plan approval which die shall be promptly replaced. 3. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the plat to perform all work and inspections deemed appropriate by the City in conjunction with site plan development. 4. Erosion Control. Before the site is rough graded, and before any building permits are issued, the erosion control plan, Plan B, shall be implemented, inspected, and approved by the City. The City may impose additional erosion control requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations shall be reseeded forthwith after the completion of the work in that area. Except as otherwise provided in the erosion control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion. If the Developer does not comply with the erosion control plan and schedule or supplementary instructions received from the City, the City may take such action as it deems appropriate to control erosion at the Developer's expense. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. No development will be allowed and no building permits will be issued unless there is fiill compliance with the erosion control requirements. Erosion control shall be maintained until vegetative cover has been restored. After the site has been stabilized to where, in the opinion of the City, there is no longer a need for erosion control, the City will authorize removal of the erosion control measures. 5. Clean up. The Developer shall maintain a neat and orderly work site and shall daily clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area that has resulted from construction work by the Developer, its agents or assigns. 6. Warranty. All trees, grass, and sod required in the approved Landscaping Plan, Plan C, shall be wan -anted to be alive, of good quality, and disease free at the time of planting. All trees shall be warranted for twelve (12) months from the time of planting. The Developer or his contractor(s) shall post a letter of credit or cash escrow to the City to secure the warranties at the time of final acceptance. 7. Responsibility for Costs. A. The Developer shall hold the City and its officers and employees harmless from claims made by itself and third parties for damages sustained or costs incurred resulting from site plan approval and development. The Developer shall indemnify the City and its officers and employees for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including attorneys' fees. B. The Developer shall reimburse the City for costs incurred in the enforcement of this Permit, including engineering and attomeys' fees. C. The Developer shall pay in full all bills submitted to it by the City for obligations incurred under this Permit within thirty (30) days after receipt. If the bills are not paid on time, the City may halt all development work and construction. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year. 8. Developer's Default. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer is fust given notice of the work in default, not less than four (4) days in advance. This Contract is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 9. Miscellaneous. A. Construction Trailers. Placement of on-site construction trailers and temporary job site offices shall be approved by the City Engineer. Trailers shall be removed from the subject property within thirty (30) days following the issuance of a certificate of occupancy unless otherwise approved by the City Engineer. B. Postal Service. The Developer shall provide for the maintenance of postal service in accordance with the local Postmaster's request. C. Third Parties. Third parties shall have no recourse against the City under this Permit. D. Breach of Contract. Breach of the terms of this Permit by the Developer shall be grounds for denial of building permits. E. Severabilitv. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Permit is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Contract. F. Occupancy. Unless approved in writing by the City Engineer, no one may occupy a building for which a building permit is issued on either a temporary or permanent basis until the streets needed for access have been paved with a bituminous surface and the utilities tested and approved by the city. G. Waivers/Amendments. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Contract. To be binding, amendments or waivers shall be in writing, signed by the parties and approved by written resolution of the City Council. The City's failure to promptly take legal action to enforce this Contract shall not be a waiver or release. H. Recordine. This Permit shall run with the land and may be recorded against the title to the property. 1. Remedies. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, express or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every right, power and remedy herein set forth or otherwise so existing may be exercised from time to time as often and in such order as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. J. Construction Hours. The normal construction hours under this contract shall be from 7:00 a.m. to 9:00 p.m. on weekdays, from 9:00 am. to 5:00 p.m. on Saturdays, with no such activity allowed on Sundays or any recognized legal holidays. Construction activities in conjunction with new developments and city improvement projects, including but not limited to grading, utility installation and paving, requiring the use of heavy equipment shall be permitted between the hours of 7:00 am. and 6:00 p.m. on any weekday and 9:00 a.m. and 5:00 p.m. on Saturdays. No such activity is permitted on Sundays or public holidays. Operation of all internal combustion engines used for construction or dewatering purposes beyond the normal working hours will require City Council approval. K. Soil Treatment Systems. If soil treatment systems are required, the Developer shall clearly identify in the field and protect from alteration, unless suitable alternative sites are first provided, the two soil treatment sites identified during the site plan process for each lot. This shall be done prior to the issuance of a Grading Permit. Any violation/disturbance of these sites shall render them as unacceptable and replacement sites will need to be located for each violated site in order to obtain a building permit. L. Compliance with Laws, Ordinances. and Regulations. In the development of the site plan the Developer shall comply with all laws, ordinances, and regulations of the following authorities: 1. City of Chanhassen; 2. State of Minnesota, its agencies, departments and commissions; 3. United States Army Corps of Engineers; 4. Watershed District; 5. Metropolitan Government, its agencies, departments and commissions. M. Proof of Title. Upon request, the Developer shall firm ish the City with evidence satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers too enter into this Development Contract. N. Soil Conditions. The Developer acknowledges that the City makes no representations or warranties as to the condition of the soils on the property or its fitness for construction of the improvements or any other purpose for which the Developer may make use of such property. The Developer furtber agrees that it will indemnify, defend, and hold harmless the City, its governing body members, officers, and employees from any claims or actions arising out of the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or pollutants were caused to be there by the City. O. Soil Correction. The Developer shall be responsible for soil correction work on the property. The City makes no representation to the Developer concerning the nature of suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist. CONSENT Owners of all or part of the subject property, the development of which is governed by the foregoing Site Plan Permit, affirm and consent to the provisions thereof and agree to be bound by the provisions as the same may apply to that portion of the subject property owned by them. Dated this JY4_tiday of O cob, , 20_L By'Tdf<.J1,r Jk/ovag yfler X STATE OF MINNESOTA ) ( ss COUNTY OF C C' >V r .�' ) The foregoing instrument was acknowledged before this (/A(" da of <9/ o 20 _(, , by NOTARYP DRAFTED BY: City of Chanhassen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952)227-1100 ,�;Y�'" 11 1 1 ''x' iR .�. x. _ �;00 oi i v MORTGAGE BOLDER CONSENT TO SITE PLAN AGREEMENT which holds a mortgage on the subject property, the development of which is governed by the foregoing Site Plan Agreement, agrees that the Site Plan Agreement sball remain in full force and effect even if it forecloses on its mortgage. Dated this _ day of 20 STATE OF MINNESOTA ) ( ss. COUNTY OF The foregoing instrument was acknowledged before me this _ day of 20_, by NOTARY PUBLIC DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 EXHlBlT A PARCEL A: That part of the Southeast Quarter of the Southwest Quarter and that part of the Southwest Quarter of the Southeast Quarter of Section 34, Township 116, Range 23, Carver County, Minnesota, lying southeasterly of the southeasterly right-of-way line of the Chicago and Northwestern Railroad, southwesterly of the southwesterly right-of-way line of County State Aid Highway No. 61, and westerly and northerly of the following described line: Commencing at the southwest corner of said Southwest Quarter of the Southeast Quarter; thence on an assumed bearing of North 89 degrees 11 minutes 32 seconds East along the south line of said Southwest Quarter of the Southeast Quarter a distance of 525.00 feet to the point of beginning of the line to be described; thence North 26 degrees 57 minutes 49 seconds West a distance of 399.00 feet; thence North 62 degrees 19 minutes 46 seconds East a distance of 485.18 feet more or less to the southwesterly right-of-way line of said County State Aid Highway No. 61 and there terminating. PARCEL B: That part of the Southwest Quarter of the Southeast Quarter of Section 34, Township 116, Range 23, Carver County, Minnesota, lying southwesterly of the southwesterly right-of-way line of County State Aid Highway No. 61; northwesterly of the northwesterly right-of-way of County State Aid Highway No. 10 (Stoughton Avenue, formerly the Chaska and Shakopee Road); and easterly and southeasterly of the following described line: Commencing at the southwest comer of said Southwest Quarter of the Southeast Quarter; thence on an assumed bearing of North 89 degrees 11 minutes 32 seconds East along the south line of said Southwest Quarter of the Southeast Quarter a distance of 525.00 feet to the point of beginning of the line to be described; thence North 26 degrees 57 minutes 49 seconds West a distance of 399.00 feet; thence North 62 degrees 19 minutes 46 seconds East a distance of 485.18 feet more or less to said southwesterly right-of-way line of County State Aid Highway No. 61 and there terminating. EXCEPTING THEREFROM THE FOLLOWING DESCRIBED PARCEL: Commencing at the southeast corner of said Southwest Quarter of the Southeast Quarter; thence North 4.06 chains to center of Chaska and Shakopee Road, the point of beginning of tract to be conveyed herewith; thence South 64 degrees 30 minutes West 170 feet to point of center of said road; thence North parallel to East line of said Southwest Quarter of the Southeast Quarter to south line of County State Aid Highway No. 61; thence southeasterly along south line County State Aid Highway No. 61 to point where same intersects East line of said Southwest Quarter of Southeast Quarter, thence south along said east line to place of beginning. • • )`°-1� CITY OF CHANHASSEN SITE PLAN AGREEMENT # 2016-18 IDI DISTRIBUTION EXPANSION SPECIAL PROVISIONS AGREEMENT dated July 25, 2016, by and between the CITY OF CHANHASSEN, a Minnesota municipal corporation, (the "City"), and Eden Trace Corporation, (the "Developer"). 1. Request for Site Plan Approval. The Developer has asked the City to approve a site plan for a 26,962 square foot, main floor building expansion with an 8,555 square -foot second story (referred to in this Agreement as the "project"). The land is legally described as Lot 1, Block 1, Audubon Corporate Center 1s` Addition and Lot 1, Block 1, Audubon Corporate Center 2°d Addition. 2. Conditions of Site Plan Approval. The City hereby approves the site plan on condition that the Developer enters into and furnish the security required by it. 3. Development Plans. The project shall be developed and maintained in accordance with the following plans. The plans shall not be attached to this Agreement. If the plans vary from the written terms of this Agreement, the written terms shall control. The plans are: Plan A --Site Plan prepared by Sambatek, datedJuly1, 2016. Plan B --('Trading, Drainage and Erosion Control Plans prepared by Sambatek, dated July 1, 2016. Plan C --Landscaping Plan prepared by Sambatek, dated July 1, 2016. Plan D — Utility Plan prepared by Sambatek, dated July 1, 2016. Plan E — Building Plans prepared by Houwman Architects dated June 16, 2016 4. Time of Performance. The Developer shall install all required screening and landscaping by September 1, 2017. The Developer may, however, request an extension of time from the City. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 5. Security. To guarantee compliance with the terms of this Agreement, the Developer shall furnish the City with a letter of credit from a bank, cash escrow, or equivalent ("security") for $65,000.00 (erosion control, landscaping storm water). If the Developer requests a Certificate of Occupancy prior to the installation of site landscaping, then the developer shall provide to the city a letter of credit or cash escrow in an amount sufficient to insure the installation of said landscNED 0 0 PROCEDURES FOR LETTER OF CREDIT REDUCTION a. Requests for reductions of Letters of Credit must be submitted to the City in writing by the Developer or his Engineer. b. Partial lien waivers totaling the amount of the requested reduction shall accompany each such request. c. Any reduction shall be subject to City approval. 6. Notices. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by certified mail at the following address: Mark Undestad Eden Trace Corporation 8523 Sunset Trail Chanhassen, MN 55317 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 7. Other Special Conditions. City Council approves a site plan for the expansion of IDI Distribution Building subject to the following conditions: Building Official a. The building is required to have automatic fire extinguishing system. b. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. c. Soil evaluation (geo-technical) report required. d. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. e. Detailed occupancy related requirements will be addressed when complete building plans are submitted. f. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering a. Outlot A must be platted as a lot and combined with Lot 1, Block 1 prior to recording the site plan agreement. b. The applicant's surveyor shall show all easements of record on the existing plan sheet based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. c. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. d. Prior to recording the site plan agreement, the applicant shall submit a concept -level design 0 0 for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. e. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. f. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. g. The applicant must submit a soils report to the city prior to recording the site plan agreement. h. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. i. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. j. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. k. The applicant must submit a SWPPP and erosion control plan per City Code §19-145 for staff review prior to recording the site plan agreement. 1. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. in. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. n. The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 90° parking spaces or to use angled parking prior to a notice to proceed. o. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. p. Water main to be installed for this project shall be privately owned and maintained during and after construction. q. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. r. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. s. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. t. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources a. All existing trees to the north and west of the parking lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. Plannine a. The applicant shall enter into a site plan agreement and provide the necessary securities required by it. 0 b- Dumpsters, if placed outside, shall be properly screened. 0 Water Resources a. The applicant shall apply for and receive a General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge ElimmahowState Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. b. The applicant must demonstrate that they can achieve the 90% TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building permit. c. The applicant must provide the water quality modeling, in both a summary and the actual electronic model used to the city for review and approval prior to issuance of the building permit. d. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. e. The infiltration basin must be placed within a drainage and utility easement. f. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit. g. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. h. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flaw through a grass channel to allow for energy dissipation and additional pretreatment. i. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. j. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. k. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. L The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. 8. General Conditions. The general conditions of approval are attached as Exhibit "A" and incorporated herein. • STATE OF MINNESOTA ) 'BILV-c moi. (ss COUNTY OF GARVE,� ) Ll EDEN TRACE COROPORATION BY: Mark Undestad Its President The foregoing instrument was acknowledged before me thislLday of NM Y 20M by Denny Laufenburger, Mayor, and by Todd Gerhardt, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporatiq� and pursuant to the authority granted by its City Council. t I I, A „n STATE OF MINNESOTA ) I - COUNTY OF VC LA (SS. AMY JENNIFER SEYS Notary Public -Minnesota M Cmr.n'n.� E:pim An 31.202 The foregoing instrument was acknowledged before me this 2X day of /VOVP-M 17e✓ 201 by Mark Undestad, the President of Eden Trace Corporation, a Minnesota Corporation, on its behalf. TARP JKIC DRAFTED BY: N City of Chanhassen AMY JENNIFER SEYS 7700 met Boulevard Notary Public -Minnesota �l P. O. BOX 147 ^h CammYron Ev .. Jen 31.2021 Chanhassen. MN 35317 (952)227-1100 0 0 CITY OF CHANHASSEN SITE PLAN Agreement EYMIT "A" GENERAL CONDITION 1. Right to Proceed. Within the site plan area, the Developer may not grade or otherwise disturb the earth, remove trees, construct improvements, or any buildings until all the following conditions have been satisfied: 1) has been fully executed by both parties and filed with the City Clerk, 2) the necessary security and fees have been received by the City, and 3) the City has issued a building permit in reliance on the foregoing conditions having been satisfied. 2. Maintenance of site. The site shall be maintained in accordance with the approved site plan. Plants and ground cover required as a condition of site plan approval which die shall be promptly replaced. 3. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the plat to perform all work and inspections deemed appropriate by the City in conjunction with site plan development. 4. Erosion Control. Before the site is rough graded, and before any building permits are issued, the erosion control plan, Plan B, shall be implemented, inspected, and approved by the -City. The City may impose additional erosion control requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations shall be reseeded forthwith after the completion of the work in that area. Except as otherwise provided in the erosion control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion. If the Developer does not comply with the erosion control plan and schedule or supplementary instructions received from the City, the City may take such action as it deems appropriate to control erosion at the Developer's expense. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. No development will be allowed and no building permits will be issued unless there is full compliance with the erosion control requirements. Erosion control shall be maintained until vegetative cover has been restored. After the site has been stabilized to where, in the opinion of the City, there is no longer a heed for erosion control, the City will authorize removal of erosion control measures. 5. Clean up. The Developer shall maintain a neat and orderly work site and shall daily clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area that has resulted from construction work by the Developer, its agents or assigns. 6. Warranty. All trees, grass, and sod required in the approved Landscaping Plan, Plan C, shall be warranted to be alive, of good quality, and disease free at the time of planting. All trees shall be warranted for twelve (12) months from the time of planting. The Developer or his contractor(s) shall post a letter of credit or cash escrow to the City to secure the warranties at the time of final acceptance. 0 0 7. Respossibllity for Costs. A. The Developer shall hold the City and its officers and employees harmless from claims made by itself and third parties for damages sustained or costs incurred resulting from site plan approval and development. The Developer shall indemnify the City and its officers and employees for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including attomeys' fees. B. The Developer shall reimburse the City for costs incurred in the enforcement of this Agreement, including engmeering and attorneys" fees. C. The Developer shall pay in full all bills submitted to it by the City for obligations incurred under this Agreement within thirty (30) days after receipt. If the bills are not paid on time, the City may halt all development work and construction. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year. 8. Developer's Default. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer is fust given notice of the work in default, not less than four (4) days in advance. This Agreement is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 9. Miscellaneous. A. Construction Trailers. Placement of on-site construction trailers and temporary job site offices shall be approved by the City Engineer. Trailers shall be removed from the subject property within thirty (30) days following the issuance of a certificate of occupancy unless otherwise approved by the City Engineer. B. Postal Service. The Developer shall provide for the maintenance of postal service in accordance with the local Postmaster's request. C. Third Parties. Third parties shall have no recourse against the City under this Agreement. D. Breach of Contract. Breach of the terms of this Agreement by the Developer shall be grounds for denial of building permits. E. Severability. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Agreement is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Agreement. F. Occupancy. Unless approved in writing by the City Engineer, no one may occupy a building for which abuilding permit is issued on either a temporary or permanent basis until the streets needed for access have been paved with a bituminous surface and the utilities tested and approved by the city. G. Waivers/Amendments. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Agreement. To be binding, amendments or waivers shall be in writing, signed by the parties and approved by written resolution of the City Council. The City's failure to promptly take legal action to enforce this Agreement shall not be a waiver or release. H. Recording. This Agreement shall run with the land and may be recorded against the title to the property. I. Remedies. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, express or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every sight, power and .remedy herein set firth or otherwise so existing may be exercised from 0 0 time to time as often and in such order as my be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. J. Construction Hours. The normal construction hours under this Agreement shall be from 7:00 am. to 9:00 p.m. on weekdays, from 9:00 a.m. to 5:00 p.m. on Saturdays, with no such activity allowed on Sundays or any recognized legal holidays. Construction activities in conjunction with new developments and city improvement projects, including but not limited to grading, utility installation and ,paving, requiring the use of heavy equipment shall be permitted between the hours of 7:00 am. and 6:00 p.m. on any weekday and 9:00 a.m. and 5:00 p.m. on Saturdays. No such activity is permitted on Sundays or public holidays. Operation of all internal combustion engines used for construction or dewatering purposes beyond the normal working hours will require City Council approval. K. Soil Treatment Systems. If soil treatment systems are required, the Developer shall clearly identify in the field and protect from alteration, unless suitable alterative sites are first provided, the two soil treatment sites identified during the site plan process for each lot. This shall be done prior to the issuance of a Grading Permit. Any violation/disturbance of these sites shall render them as unacceptable and replacement sites will need to be located for each violated site in order to obtain a building permit. L. Compliance with Laws, Ordinances, and RegWations. In the development of the site plan the Developer shall comply with all laws, ordinances, and regulations of the following 'authorities: 1. City of Chanhassen; 2. State of Minnesota, its agencies, departments and commissions; 3. United States Army Corps of Engineers; 4. Watershed District; 5. Metropolitan Government, its agencies, departments and commissions. M. Proof of Title. Upon request, the Developer shall furnish the City with evidence satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers too enter into this Site Plan Agreement acknowledges that the City makes no representations or warranties as to the condition of the soils on the property or its fitness for construction of the improvements or any other purpose for which the Developer may make use of such property. The Developer further agrees that it will indemnify, defend, and hold harmless the City, its governing body members, officers, and employees from any claims or actions arising out of the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or pollutants were caused to be -there by the City. O. Soil Correction. The Developer shall be responsible for soil correction work on the property. The City makes no representation to the Developer concerning the nature of suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist. • FEE OWNER CONSENT TO SITE PLAN AGREEMENT #2016-18 EQUITABLE HOLDING CO. LLC, a Minnesota limited liability company, fee owner of all or part of the subject property, the development of which is governed by the foregoing Site Plan Agreement 42016-18, affirms and consents to the provisions thereof and agrees to be bound by the provisions as the same may apply to that portion of the subject property owned by it. Dated this -L&Ly of 1t& &( 2016. EQUITABLE HOLDING CO. LLC, a Minnesota limited liability company By: ibsep# Novogratz, Vs Presi nt STATE OF MINNESOTA ) )ss. COUNTY OF Thforegoing instrument was acknowledged before me this Loday of lj�, 2016, by Joseph Novogratz, the President of EQUITABLE HOLDING CO. LLC; a Minnesota limited liability company, on behal said limited liabili company. Notary u lic DONNA MAE LEONARD Notary Publio-Wnesota ►fYG mMWon Fjow Jan 91.2020 DRAFTED BY: City of Chanimsen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952)227-1100 0 MORTGAGE HOLDER CONSENT TO SITE PLAN AGREEMENT CHARTER BANK, which holds a mortgage on the subject property, the development of which is governed by the foregoing Site Plan Agreement, agrees that the Site Plan Agreement shall remain in full force and effect even if it forecloses on its mortgage. Dated this t day of N e v t &-sti , 2016. CHARTER BANK By: S -d "aL - Troy SWrk, Market President STATE OF MINNESOTA) SLD& C aA M (ss. NOUVPUBLt -M NN1�50U COUNTY OF CARVER ) ` MYCOMMISSIONEXPM01/31rMI The foregoing instrument was acknowledged before me this L day of %IL�✓?ffl�e/, -2�16 2016, by Troy S. Werk, the Market President of Charter Bank. NOTARY PUBLIC DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 !'4- /8 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Eden Trace Corporation and Equitable Holding Company LLC for Site Plan approval for a 26,962 square foot building expansion of an office -warehouse building. On July 19, 2016, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Eden Trace Corporation and Equitable Holding Company LLC for site plan approval. The Planning Commission conducted a public hearing on the proposed development 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 Industrial Office Park, IOP. 2. The property is guided in the Land Use Plan for Office/Industrial. 3. The legal description of the property is: Lot 1, Block 1, Audubon Corporate Center Addition and Lot 1, Block 1, Audubon Corporate Center 2°d Addition. 4. Site Plan Review: a. Is consistent 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; Finding: The proposed development is with the elements and objectives of the city s development guides. b. Is consistent with site plan division; Finding: The proposed development complies with the Site Plan review requirements of the Chanhassen City Code. c. Preserves 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 or developing areas; Finding: The site has been significantly altered by previous uses on the parcel. The proposed development designs grade changes to be in keeping with the general appearance of the neighboring developed areas. d. Creates 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; Finding: The proposed development creates 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. e. Creates a functional and harmonious design for structures and site features, with special attention to the following: 1) 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; 2) The amount and location of open space and landscaping; 3) 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 4) 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. Finding: The proposed development creates a functional and harmonious design for structures and site features, subject to compliance with the conditions of approval. e. Protects 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 protects adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and traffic circulation. 5. The planning report #2016-18, dated July 19, 2016 prepared by Robert Generous, et al, is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approve the Site Plan for IDI Distributor expansion subject to the recommended conditions of approval contained within the staff report. ADOPTED by the Chanhassen Planning Commission this 191 day of July 2016. CHANHASSEN PLANNING COMMISSION Its Chairman 3 Administration Dear Mr. Undestad, Phone: 952.227.1100 Fax: 952.227.1110 This letter is to confirm that on July 25, 2016, the Chanhassen City Council approved: Building Inspections A. The final plat for Audubon Corporate Center 2°d Addition subject to the Phone: 952.227.1180 following conditions: Fax: 952.227.1190 Engineering August 1, 2016 Cl OF Mr. Mark Undestad l l CgANgASSEN Eden Trace Corporation 8821 Sunset Trail 7700 Market Boulevard Chanhassen, MN 55317 PO Box 147 Chanhassen, MN 55317 Re: IDI Distribution, Planning Case 42016-18 Administration Dear Mr. Undestad, Phone: 952.227.1100 Fax: 952.227.1110 This letter is to confirm that on July 25, 2016, the Chanhassen City Council approved: Building Inspections A. The final plat for Audubon Corporate Center 2°d Addition subject to the Phone: 952.227.1180 following conditions: Fax: 952.227.1190 Engineering 1. Existing city boulevard trees will be protected with fencing during all phases Phone: 952.227.1160 of construction. The applicant will be responsible for replacing any trees that Fax: 952.227.1170 die as a result of construction activity. 2. A wetland buffer 20 feet in width and a 30 -foot setback from the wetland Finance buffer must be maintained around all wetlands on the property. Secondary Phone: 952.227.1140 structures are allowed to encroach up to 50% of the setback. It appears that Fax: 952.227.1110 the retaining wall has exceeded the allowed encroachment and needs to be Park & Recreation moved out of this 15 -foot setback. Wetland buffer areas shall be preserved, Phone: 952.227.1120 surveyed and staked in accordance with the city's wetland ordinance. The Fax:9522271110 applicant must install wetland buffer edge signs, under the direction of city staff, before construction begins and must pay the city $20 per sign. Recreation Center 3. The retaining wall needs to be moved so that it is at least 15 feet from the 2310 Coulter Boulevard edge of the buffer or 35 feet from the wetland edge. Phone: 952.227.1400 *This condition has been met. Fax: 952.227.1404 4. A NPDES Phase II Construction Site Storm Water Permit will be required Planning & from the Minnesota Pollution Control Agency (MPCA) for this site. Natural Resources *This condition has been met. Phone: 952.227.1130 5. Based upon the area and land use type, the Storm Water Utility Connection Fax: 952.2271110 Charge is estimated to be $23,500.69 due with the final plat. 6. The applicant shall apply for and obtain permits from the appropriate Public works 7901 Park Place regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Phone: 952.227.1300 Department of Natural Resources (for dewatering)) and comply with their Fax: 952.227.1310 conditions of approval. 7. Park fees in the amount of $33,125.00 shall be paid prior to recording the final Senior Center plat. Phone: 952.227.1125 Fax: 952.2271110 Web sue www.ci.chanhassen.mn.us Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow IDI Distribution, Planning Case #2016-18 August 1, 2016 Page 2 of 5 8. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 9. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the city with detailed haul routes. 10. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevations should be added to the retaining wall. 11. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 12. Sanitary sewer and watermain hookup fees will be required at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. 13. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416.00. 14. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. B. The site plan for the expansion of IDI Distribution Building, plans prepared by Houwman Architects, dated June 6, 2016, and Sambatek, dated July 1, 2016, subject to the following conditions: Building Official 1. The building is required to have automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Soil evaluation (geo-technical) report required. 4. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 5. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 6. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering 1. Outlot A must be platted as a lot and combined with Lot 1, Block 1 prior to recording the site plan agreement. 2. The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. 3. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. IDI Distribution, Planning Case 42016-18 August 1, 2016 Page 3 of 5 4. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. 5. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. 6. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. 7. The applicant must submit a soils report to the city prior to recording the site plan agreement. 8. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. 9. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. 10. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is fimctioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. 11. The applicant must submit a SWPPP and erosion control plan per City Code § 19-145 for staff review prior to recording the site plan agreement. 12. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. 13. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. 14. The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 90° parking spaces or to use angled parking prior to a notice to proceed. 15. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. 16. Water main to be installed for this project shall be privately owned and maintained during and after construction. 17. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. 18. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. 19. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. 20. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources 1. All existing trees to the north and west of the parking lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. G:\PLAN\2016 Planning Cases\2016-18- IDI Expansion - 8303 Audubon Road\approval letter IDI Distribution, Planning Case #2016-18 August 1, 2016 Page 4 of 5 Planning 1. The applicant shall enter into a site plan agreement and provide the necessary securities required by it. 2. Dumpsters, if placed outside, shall be properly screened. Water Resources 1. The applicant shall apply for and receive a General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. 2. The applicant must demonstrate that they can achieve the 90% TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building permit. 3. The applicant must provide the water quality modeling, in both a summary and the actual electronic model used to the city for review and approval prior to issuance of the building permit. 4. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. 5. The infiltration basin must be placed within a drainage and utility easement. 6. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit. 7. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. 8. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. 9. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. 10. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. 11. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. 12. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. G:\PLAN\2016 Planning Cases\2016-18- IDI Expansion - 8303 Audubon Roadmapproval letter IDI Distribution, Planning Case #2016-18 August 1, 2016 Page 5 of 5 And, C. The vacation of a portion of the public drainage and utility easement dedicated with the Audubon Corporate Center 1 n Addition plat. Two signed mylar copies of the final plat shall be submitted to our office for signatures. One 1 "=200' scale mylar reduction of the final plat, three 1 "=200' scale paper reductions of the final plat and one 1 "=200' scale paper reduction of the final plat with just street names and lot and block numbers shall be submitted. In addition, a digital copy in Axf format and a digital copy in Aif format (pdf compatible) in Carver County coordinates of the final plat shall be submitted. The fees in the amount of $64,041.69 must be paid prior to recording the final plat. All current year taxes must be paid in full and any delinquent property taxes or green acres tax. Enclosed is the site plan agreement for the IDI Distribution expansion which was approved for development in Chanhassen on July 25, 2016 by the City Council and incorporates the conditions of approval for the site plan. The site plan agreement must be executed by Eden Trace Corporation and Equitable Holding Co. LLC. This agreement must be recorded at Carver County within 120 days of the approval (by November 22, 2016) and prior to the issuance of a building permit. The required security of $65,000.00 shall be submitted to the city in conjunction with the site plan agreement. A separate building permit application and review is required. The city will submit all the necessary documents to Carver County for recording. Processing of the final plat documents prior to recording usually takes approximately two weeks upon receipt by the city. If you have any questions or need additional information, please contact me at bbenero ci.chanhassen.mn.us or (952) 227-1131. Robert Generous, AIICCPP Senior Planner Enclosures c: Equitable Holding Co. LLC. ec: Kate Aanenson, Community Development Director Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official Jill Sinclair, Environmental Resource Specialist Stephanie Smith, Project Engineer G:\PLAN\2016 Planning Caws\2016-18- IDI Expansion - 8303 Audubon Road\approval letter CITY OF CHANHASSEN SITE PLAN AGREEMENT # 2016-18 IDI DISTRIBUTION EXPANSION SPECIAL PROVISIONS AGREEMENT dated July 25, 2016, by and between the CITY OF CHANHASSEN, a Minnesota municipal corporation, (the "City"), and Eden Trace Corporation, (the "Developer"). 1. Request for Site Plan Approval. The Developer has asked the City to approve a site plan for a 26,962 square foot, main floor building expansion with an 8,555 square -foot second story (referred to in this Permit as the "project"). The land is legally described as Lot 1, Block 1, Audubon Corporate Center and Lot 1, Block 1, Audubon Corporate Center 2"a Addition. 2. Conditions of Site Plan Approval. The City hereby approves the site plan on condition that the Developer enters into this Permit and furnish the security required by it. 3. Development Plans. The project shall be developed and maintained in accordance with the following plans. The plans shall not be attached to this Contract. If the plans vary from the written terms of this Permit, the written terms shall control. The plans are: Plan A --Site Plan prepared by Sambatek, dated July 1, 2016. Plan B --Grading, Drainage and Erosion Control Plans prepared by Sambatek, dated July 1, 2016. Plan C --Landscaping Plan prepared by Sambatek, dated July 1, 2016. Plan D — Utility Plan prepared by Sambatek, dated July 1, 2016. Plan E — Building Plans prepared by Houwman Architects dated June 16, 2016 4. Time of Performance. The Developer shall install all required screening and landscaping by September 1, 2017. The Developer may, however, request an extension of time from the City. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 5. Security. To guarantee compliance with the terms of this Permit, the Developer shall famish the City with a letter of credit from a bank, cash escrow, or equivalent ("security") for $65,000.00 (erosion control, landscaping storm water). If the Developer requests a Certificate of Occupancy prior to the installation of site landscaping, then the developer shall provide to the city a letter of credit or cash escrow in an amount sufficient to insure the installation of said landscaping. PROCEDURES FOR LETTER OF CREDIT REDUCTION a. Requests for reductions of Letters of Credit must be submitted to the City in writing by the Developer or his Engineer. b. Partial lien waivers totaling the amount of the requested reduction shall accompany each such request. c. Any reduction shall be subject to City approval. 6. Notices. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by certified mail at the following address: Mark Undestad Eden Trace Corporation 8821 Sunset Trail Chanhassen, MN 55317 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 7. Other Special Conditions. City Council approves a site plan for subject to the following conditions: Building Official a. The building is required to have automatic fire extinguishing system. b. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. c. Soil evaluation (geo-technical) report required. d. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. e. Detailed occupancy related requirements will be addressed when complete building plans are submitted. f. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Eneneerin¢ a. Outlot A must be platted as a lot and combined with Lot 1, Block 1 prior to recording the site plan agreement. b. The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. c. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. d. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. e. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. f The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. g. The applicant must submit a soils report to the city prior to recording the site plan agreement. h. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. i. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. j. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. k. The applicant must submit a SWPPP and erosion control plan per City Code §19-145 for staff review prior to recording the site plan agreement. I. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. in. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. n. The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 90° parking spaces or to use angled parking prior to a notice to proceed. o. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. p. Water main to be installed for this project shall be privately owned and maintained during and after construction. q. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. r. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. s. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. t. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources a. All existing trees to the north and west of the parking lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. Plannine a. The applicant shall enter into a site plan agreement and provide the necessary securities required by it. b. Dumpsters, if placed outside, shall be properly screened. Water Resources a. The applicant shall apply for and receive a General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. b. The applicant must demonstrate that they can achieve the 90% TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building permit. c. The applicant must provide the water quality modeling, in both a summary and the actual electronic model used to the city for review and approval prior to issuance of the building permit. d. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. e. The infiltration basin must be placed within a drainage and utility easement. f. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit. g. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. h. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. i. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. j. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. k. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. I. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. 8. General Conditions. The general conditions of this Permit are attached as Exhibit "A" and incorporated herein. CITY OF CHANHASSEN W Denny Laufenburger, Mayor Todd Gerhardt, City Manager DEVELOPER: BY: Its STATE OF MINNESOTA ) ( ss COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this—day of , 20, by Denny Laufenburger, Mayor, and by Todd Gerhardt, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. NOTARY PUBLIC STATE OF MINNESOTA ) ( ss. COUNTY OF ) The foregoing instrument was acknowledged before me this _ day of 20 by NOTARY PUBLIC DRAFPED BY: City of Chanhassen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952)227-1100 CITY OF CHANHASSEN SITE PLAN PERMIT EXHIBIT "A" GENERAL CONDITION 1. Right to Proceed. Within the site plan area, the Developer may not grade or otherwise disturb the earth, remove trees, construct improvements, or any buildings until all the following conditions have been satisfied: 1) this agreement has been fully executed by both parties and filed with the City Clerk, 2) the necessary security and fees have been received by the City, and 3) the City has issued a building permit in reliance on the foregoing conditions having been satisfied. 2. Maintenance of site. The site shall be maintained in accordance with the approved site plan. Plants and ground cover required as a condition of site plan approval which die shall be promptly replaced. 3. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the plat to perform all work and inspections deemed appropriate by the City in conjunction with site plan development. 4. Erosion Control. Before the site is rough graded, and before any building permits are issued, the erosion control plan, Plan B, shall be implemented, inspected, and approved by the City. The City may impose additional erosion control requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations shall be reseeded forthwith after the completion of the work in that area. Except as otherwise provided in the erosion control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion. If the Developer does not comply with the erosion control plan and schedule or supplementary instructions received from the City, the City may take such action as it deems appropriate to control erosion at the Developer's expense. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. No development will be allowed and no building permits will be issued unless there is full compliance with the erosion control requirements. Erosion control shall be maintained until vegetative cover has been restored. After the site has been stabilized to where, in the opinion of the City, there is no longer a need for erosion control, the City will authorize removal of the erosion control measures. 5. Clean up. The Developer shall maintain a neat and orderly work site and shall daily clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area that has resulted from construction work by the Developer, its agents or assigns. 6. Warranty. All trees, grass, and sod required in the approved Landscaping Plan, Plan C, shall be warranted to be alive, of good quality, and disease free at the time of planting. All trees shall be warranted for twelve (12) months from the time of planting. The Developer or his contractor(s) shall post a letter of credit or cash escrow to the City to secure the warranties at the time of final acceptance. Responsibility for Costs. A. The Developer shall hold the City and its officers and employees harmless from claims made by itself and third parties for damages sustained or costs incurred resulting from site plan approval and development. The Developer shall indemnify the City and its officers and employees for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including attorneys' fees. B. The Developer shall reimburse the City for costs incurred in the enforcement of this Permit, including engineering and attorneys' fees. C. The Developer shall pay in fiill all bills submitted to it by the City for obligations incurred under this Permit within thirty (30) days after receipt. If the bills are not paid on time, the City may halt all development work and construction. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year. 8. Developer's Default. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer is first given notice of the work in default, not less than four (4) days in advance. This Contract is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 9. Miscellaneous. A. Construction Trailers. Placement of on-site construction trailers and temporary job site offices shall be approved by the City Engineer. Trailers shall be removed from the subject property within thirty (30) days following the issuance of a certificate of occupancy unless otherwise approved by the City Engineer. B. Postal Service. The Developer shall provide for the maintenance of postal service in accordance with the local Postmaster's request. C. Third Parties. Third parties shall have no recourse against the City under this Permit. D. Breach of Contract. Breach of the terms of this Permit by the Developer shall be grounds for denial of building permits. E. Severability. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Permit is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Contract. F. Occupancy. Unless approved in writing by the City Engineer, no one may occupy a building for which a building permit is issued on either a temporary or permanent basis until the streets needed for access have been paved with a bituminous surface and the utilities tested and approved by the city. G. Waivers/Amendments. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Contract. To be binding, amendments or waiver; shall be in writing, signed by the parties and approved by written resolution of the City Council. The City s failure to promptly take legal action to enforce this Contract shall not be a waiver or release. H. Recording. This Permit shall run with the land and may be recorded against the title to the property- 1. ropertyI. Remedies. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, express or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every right, power and remedy herein set forth or otherwise so existing may be exercised from time to time as often and in such order as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. J. Construction Hours. The normal construction hours under this contract shall be from 7:00 a.m. to 9:00 p.m. on weekdays, from 9:00 am. to 5:00 pm. on Saturdays, with no such activity allowed on Sundays or any recognized legal holidays. Construction activities in conjunction with new developments and city improvement projects, including but not limited to grading, utility installation and paving, requiring the use of heavy equipment shall be permitted between the hours of 7:00 a.m. and 6:00 p.m. on any weekday and 9:00 am. and 5:00 p.m. on Saturdays. No such activity is permitted on Sundays or public holidays. Operation of all internal combustion engines used for construction or dewatering purposes beyond the normal working hours will require City Council approval. K. Soil Treatment Systems. If soil treatment systems are required, the Developer shall clearly identify in the field and protect from alteration, unless suitable alternative sites are first provided, the two soil treatment sites identified during the site plan process for each lot. This shall be done prior to the issuance of a Grading Permit. Any violation/disturbance of these sites shall render them as unacceptable and replacement sites will need to be located for each violated site in order to obtain a building permit. L. Compliance with Laws Ordinances and Regulations. In the development of the site plan the Developer shall comply with all laws, ordinances, and regulations of the following authorities: 1. City of Chanhassen; 2. State of Minnesota, its agencies, departments and commissions; 3. United States Army Corps of Engineers; 4. Watershed District; 5. Metropolitan Goverment, its agencies, departments and commissions. M. Proof of Title. Upon request, the Developer shall furnish the City with evidence satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers too enter into this Development Contract. N. Soil Conditions. The Developer acknowledges that the City makes no representations or warranties as to the condition of the soils on the property or its fitness for construction of the improvements or any other purpose for which the Developer may make use of such property. The Developer further agrees that it will indemnify, defend, and hold harmless the City, its governing body members, officers, and employees from any claims or actions arising out of the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or pollutants were caused to be there by the City. O. Soil Correction. The Developer shall be responsible for soil correction work on the property. The City makes no representation to the Developer concerning the nature of suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist. CONSENT Owners of all or part of the subject property, the development of which is governed by the foregoing Site Plan Permit, affirm and consent to the provisions thereof and agree to be bound by the provisions as the same may apply to that portion of the subject property owned by them. Dated this_ day of 20 By STATE OF NIINNESOTA ) (ss COUNTY OF ) The foregoing instrument was acknowledged before me this day of 20_ by DRAFTED BY: City of Chanhassen 7700 Market Buldevard P. 0. Boz 147 Chanhassen, MN 55317 (952)227-1100 NOTARY PUBLIC MORTGAGE HOLDER CONSENT TO SITE PLAN AGREEMENT which holds a mortgage on the subject property, the development of which is governed by the foregoing Site Plan Agreement, agrees that the Site Plan Agreement shall remain in full force and effect even if it forecloses on its mortgage. Dated this _ day of 20 STATE OF MINNESOTA ) ( ss. COUNTY OF ) The foregoing inst wnent was acknowledged before me this _ day of 20_, by NOTARY PUBLIC DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 EXHIBIT A PARCEL A: That part of the Southeast Quarter of the Southwest Quarter and that part of the Southwest Quarter of the Southeast Quarter of Section 34, Township 116, Range 23, Carver County, Minnesota, lying southeasterly of the southeasterly right-of-way line of the Chicago and Northwestern Railroad, southwesterly of the southwesterly right-of-way line of County State Aid Highway No. 61, and westerly and northerly of the following described line: Commencing at the southwest comer of said Southwest Quarter of the Southeast Quarter; thence on an assumed bearing of North 89 degrees 11 minutes 32 seconds East along the south line of said Southwest Quarter of the Southeast Quarter a distance of 525.00 feet to the point of beginning of the line to be described; thence North 26 degrees 57 minutes 49 seconds West a distance of 399.00 feet; thence North 62 degrees 19 minutes 46 seconds East a distance of 485.18 feet more or less to the southwesterly right-of-way line of said County State Aid Highway No. 61 and there terminating. PARCEL B: That part of the Southwest Quarter of the Southeast Quarter of Section 34, Township 116, Range 23, Carver County, Minnesota, lying southwesterly of the southwesterly right-of-way line of County State Aid Highway No. 61; northwesterly of the northwesterly right-of-way of County State Aid Highway No. 10 (Stoughton Avenue, formerly the Chaska and Shakopee Road); and easterly and southeasterly of the following described line: Commencing at the southwest corner of said Southwest Quarter of the Southeast Quarter; thence on an assumed bearing of North 89 degrees 11 minutes 32 seconds East along the south line of said Southwest Quarter of the Southeast Quarter a distance of 525.00 feet to the point of beginning of the line to be described; thence North 26 degrees 57 minutes 49 seconds West a distance of 399.00 feet; thence North 62 degrees 19 minutes 46 seconds East a distance of 485.18 feet more or less to said southwesterly right-of-way line of County State Aid Highway No. 61 and there terminating. EXCEPTING THEREFROM THE FOLLOWING DESCRIBED PARCEL: Commencing at the southeast corner of said Southwest Quarter of the Southeast Quarter; thence North 4.06 chains to center of Chaska and Shakopee Road, the point of beginning of tract to be conveyed herewith; thence South 64 degrees 30 minutes West 170 feet to point of center of said road; thence North parallel to East line of said Southwest Quarter of the Southeast Quarter to south line of County State Aid Highway No. 61; thence southeasterly along south line County State Aid Highway No. 61 to point where same intersects East line of said Southwest Quarter of Southeast Quarter, thence south along said east line to place of beginning. kv tg April 15, 2008 Mr. Mark Undestad Eden Trace Corporation 8156 Mallory Court Chanhassen, MN 55317 Re: Planning Case 08-07 Audubon Corporate Center/IDI Distributors Dear Mark: This letter is to confirm that on April 14, 2008, the Chanhassen City Council approved the following: Subdivision (preliminary and final plat) creating one lot and one outlot and right- of-way for Audubon Road, plans prepared by McCombs Frank Roos Associates, Inc, dated 02/15/08, revised 04/04/08, subject to the following conditions: 1. Lot 1, as shown in the preliminary plat, shall be designated as Outlot A until the ultimate development of the lot is determined and a revised grading plan submitted that shows the wetland impacts. 2. The applicant shall use BWSR U8 in all graded areas along the eastern property line. 3. Existing City boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. 4. The north lot will be required to provide buffer yard and parking lot landscaping as required by ordinance at the time of site plan approval. 5. All trees on the north lot within the wetland buffer and setback shall be preserved until a final grading plan is approved for the lot. The developer shall work with staff as part of the development of the site to preserve these trees through revised grading and the use of retaining walls. 6. A wetland buffer 20 feet in width and a 30 -foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 50% of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be Mr. Mark Undestad Audubon Corporate Center/IDI Distributors April 15, 2008 Page 2 moved out of this 15 -foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. 7. The retaining wall needs to be moved so that it is at least 15 feet from the edge of the buffer or 35 feet from the wetland edge. 8. A NPDES Phase II Construction Site Storm Water Permit will be required from the Minnesota Pollution Control Agency (MPCA) for this site. 9. The proposed storm water pond shall be constructed prior to disturbing upgradient areas and used as a temporary sediment basin during mass grading. Diversion berms/ditches may be needed to divert water to the pond and a temporary pond outlet shall be provided. The outlet could be a temporary perforated standpipe and rock cone. The plans shall be revised to include a detail for the temporary pond outlet. 10. A detailed construction plan needs to be created for the pond construction which shows how water quality of the existing pond and adjacent water body will be protected. Ata minimum, this must show how the pond will be dewatered and what best management practices will be employed. 11. All silt fence that is not laid parallel to the contours shall have J Hooks installed every 50-75 feet. 12. A stable emergency overflow (EOF) for the stormwater pond shall be provided. The EOF could consist of riprap and geotextile fabric or a turf reinforcement mat (a permanent erosion control blanket). A typical detail shall be included in the plan. The overland route from the EOF to the existing wetland shall be shown on the plans and shall be encumbered by a drainage and utility easement. 13. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round, according to the following table of slopes and time frames: Tvae of Slope Time Steeper than 3:1 7 days 10:1 to 3:1 14 days Flatter than 10:1 21 days (Maximum time an area can remain open when the area is not actively being worked.) These areas include constructed storm water management pond side slopes, and any exposed soil areas with a positive slope to a storm water conveyance system, such as a curb and gutter Mr. Mark Undestad Audubon Corporate Center/IDI Distributors April 15, 2008 Page 3 system, storm sewer inlet, temporary or permanent drainage ditch or other natural or man made systems that discharge to a surface water. 14. Inlet protection may be needed prior to installation of the castings for the curbside catch basins. In that case, all storm sewer inlets shall be protected by at least fabric draped over the manhole with a steel plate holding the fabric in place. 15. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $59,365.80. 16. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering)) and comply with their conditions of approval. 17. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for this subdivision. The park fees shall be collected in full at the rate in force upon final plat submission and approval. 18. Approval of the subdivision in no way should convey to the applicant, the land owner or any subsequent owners and occupants approval of the wetland impacts indicated within Wetland 2 as shown on the conceptual grading plan or any other wetland impacts resulting from the development of this parcel. Any grading which, as a result of the development of Lot 1, occurs on Lot 2 must provide sediment and erosion control best management practices to protect the wetland and the buffer area. 19. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 20. Remove all existing structures prior to the commencement of grading. 21. This site must be mass graded to minimize future truck traffic upon completion of the southern parcel. A 20 -foot buffer is required around the wetland on the northern parcel to prevent grading from taking place. Please revise the grading plan and show silt fence in this location so the contractor can determine the grading limits. Also, the building pad elevation of the northern parcel shall be lowered to an elevation of 952 to minimize the impacts to the wetland. 22. The grading plan needs to be revised. The proposed contours on the northern property need to be revised showing the wetland buffer of 20 feet. Show the existing conditions within 100 feet of the property line. 23. Normal water level of the existing wetlands should be shown on the plan. Also, include the normal water level and high water level of the revised pond. Show emergency overflows on Mr. Mark Undestad Audubon Corporate Center/IDI Distributors April 15, 2008 Page 4 the plan. Keep a minimum of 2 percent slope in the grass areas, 1 percent in the pavement areas, and .5 percent along the curb lines. 24. Development of the northern parcel will require a stormwater pond to treat the water prior to discharge into the wetland. This pond should discharge to the wetland northeast of the site. 25. Revise the drainage calculations. The existing drainage map should include three areas: One area discharges to the northern wetland, one to the eastern wetland and one to the existing pond. Revise the calculations to show the pre- and post -development peak discharge into the northern and eastern wetland. Post -development peak discharges must remain less than pre -development peak discharges for the 2-, 10-, and 100 -year storm events. Drainage calculations must be signed by a Professional Engineer registered in the State of Minnesota. 26. Rational method calculations, including drainage map, must be provided for the sizing of the storm sewer. 27. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. 28. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevations should be added to the retaining wall. 29. All of the utilities within the boundary should be privately owned and maintained. These utilities must be covered by a cross -access agreement. The proposed watermain connection into Chanhassen Lakes Business Park 7`s Addition must wet tap the existing watermain. 30. Utility plans shall show both plan view and profiles of all utilities (sanitary sewer, water, and storm sewer lines). 31. Determine actual elevations of existing utilities. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 32. Each new lot is subject to the sanitary sewer and water hookup charges. Lot 1, Block 1 will get credit for 8 trunk sanitary sewer charges. Lot 2 will get credit for 15 trunk sanitary sewer charges. No trunk water charges have been paid. The 2008 trunk hookup charge is $1,769 for sanitary sewer and $4,799 for watermain. Sanitary sewer and watermain hookup fees may be specially assessed against the parcel at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. Mr. Mark Undestad Audubon Corporate Center/IDI Distributors April 15, 2008 Page 5 33. All of the utility improvements are required to be constructed in accordance with the City's latest edition of Standard Specifications and Detail Plates. The applicant is also required to provide the City with the necessary financial security in the form of a letter of credit or cash escrow in the amount of $13,200.00 to guarantee the installation of the pond, erosion control, and seeding. The applicant must also notify the City after installation of the erosion control and 48 hours prior to the commencement of grading. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health. 34. Easements are required to provide access to Lot 1, Block 1. A private drive easement will be required to provide access to Lot 1, Block 1 off of Audubon Road. An additional private easement will be required to provide truck access through Chanhassen Lakes Business Park 7`h Addition and up to Lot 1, Block 1. The easements for the gas line and power line must be shown on the plat. No work will be allowed in this area without the approval of the owner of the easement. A drainage and utility easement will be required over the proposed pond for Lot 2, Block 1. Also, a temporary drainage and utility easement should be placed on the entire Lot 1, Block 1 until the time of final plat of this parcel. Provide location and easement for pond access. 35. Shift proposed drive off of Audubon Road so that the center of the driveway is located 70 feet north of the Kingdom Hall drive. Due to limited site distance, this driveway location will be limited to passenger vehicles only. Truck -trailer access must be provided to Lot 1, Block 1 through Chanhassen Lakes Business Park 7'h Addition. 36. The boundary survey and preliminary plat need to be revised. Add existing conditions and property lines within 100 feet of the boundary. Also, the legal description does not match the bearings on the preliminary plat. 37. Upon completion of the public street, the applicant shall submit a set of "as -built" plans signed by a professional engineer. 38. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. 39. All outstanding assessments must be paid prior to final plat. Site Plan for IDI Distributors for a 71,500 square -foot, two-story, office -warehouse building to be built in two phases, plans prepared by Houwman Architects, dated 01-24-08, revised 03-05-08 and 04-04-08, subject to the following conditions: 1. The applicant shall enter into a site plan agreement with the City and provide the necessary security to guarantee erosion control, site restoration and landscaping. AUDUBON CORPORATE CENTER 2ND ADDITION KNOW ALL PERSONS BY THESE PRESENTS: That Equitable Holding Company LLC, a Minnesota limited liability company, fee owner of the following described property situated in the County of Carver, State of Minnesota, to wit: Outlot A, AUDUBON CORPORATE CENTER 1ST ADDITION, according to the recorded plat thereof, Carver County, Minnesota. Has caused the same to be surveyed and platted as AUDUBON CORPORATE CENTER 2ND ADDITION. Signed: Equitable Holding Company LLC By: as STATE OF MINNESOTA COUNTY OF The foregoing instrument was acknowledged before me this day of 20 , by Holding Company LLC, a Minnesota limited liability company, on behalf of the company. Notary Public, My Commission Expires County, Minnesota as of Equitable I Rick M. Blom 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 this plat; that all monuments depicted on this 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 this plat. Rick M. Blom, Licensed Land Surveyor, Minnesota License No. 21729 STATE OF MINNESOTA COUNTY OF The foregoing instrument was acknowledged before me this day of 20 , by Rick M. Blom, a Licensed Land Surveyor. VIA - - - - 'oo / J Ir ti I Sgt ry NO, Ufa / / I �Z -,GW a c, - ---------100- 1 Notary Public, County, Minnesota I �, ,• I My Commission Expires CITY COUNCIL, CHANHASSEN, MINNESOTA This plat of AUDUBON CORPORATE CENTER 2ND ADDITION was approved and accepted by the City Council of the City of Chanhassen, Minnesota at a regular meeting held on the day of 20 and is in compliance with the provisions of Minnesota Statutes Section 505.03, Subdivision 2. M Mayor By: COUNTY SURVEYOR, CARVER COUNTY, MINNESOTA Clerk Pursuant to Chapter 395, Minnesota Laws of 1971, this plat has been approved this day of 20 Luke Kranz, County Surveyor By: COUNTY AUDITOR/TREASURER, CARVER COUNTY, MINNESOTA I hereby certify that taxes payable in and prior years have been paid for land described on this plat. Dated this day of Laurie Davies, County Auditor/Treasurer M COUNTY RECORDER, CARVER COUNTY, MINNESOTA I hereby certify that this plat of AUDUBON CORPORATE CENTER 2ND ADDITION was filed this Luke Kranz, County Recorder 37 20 day of 20 , at o'clock .M. as Document No. n •r, ----100-------- M f` 00 M Lv L0 O 0 0 In 10 i `T \ WETLAND \\ I 1 \ I ) \ _ EDGE OF \ WETLAND \ ` a ^ a I •= I I o \ Z r \ I 3 mz \ m DRAINAGE & U77LI7Y A <^z \ - _ EASEMENT PER PLAT N� \ OF AUDUBON CORPORATE ` \ CENTER 1ST ADDI 77ON �o�O DRAINAGE & U77LlTY EASEMENT PER PLAT oz� r i ; OF AUDUBON CORPORA 7E CENTER 1ST ADD/770.N, - _ P VACATED PER DOC. NO. 101 15 L-- --� '-�___--- Tri {/ \ 27--------------- -------------- /�( / - -------- - - - - --- - - - - - ---�--�-------4--------------------------354.03-- \ CITY OF RECFJVIED SEEN JUL 11 2016 EN024EEIMMO DEPT. N89°59'45"E 415.19 NOD 18'07'W ,__�`\ Sas 59'45'w 14.50 40.42 I \ O DENOTES 1/2 INCH BY 14 INCH IRON MONUMENT SET AND MARKED BY LICENSE NO. 21729. • DENOTES 1/2 INCH IRON MONUMENT FOUND, UNLESS OTHERWISE NOTED. THE WEST LINE OF OUTLOT A, AUDUBON CORPORATE CENTER 1ST ADDITION, IS ASSUMED TO HAVE A BEARING OF SOUTH 00 DEGREES 05 MINUTES 54 SECONDS EAST. NORTH 0 40 100 SCALE IN FEET SAMBATEK, INC. ENGINEERING, PLANNING AND LAND SURVEYING 3 � � � [� � �a � $ p4i1 is Y 7 ( Y E 3 7 a � 1 I5• � � I !Y D AUVURJN ROAD \ ` Z q• o _____ • r ---------------------- .95, ---a5, 153 N p• gL \ ���'\ P it �� Y \`^ 1\ 0• �i-�/� -� � \\\ \ • I T T7 •f �- l a iy .: O O •y Am my / L a� CITY OF CHANHASSEN P 0 BOX 147 CHANHASSEN MN 55317 07/11/2016 3:40 PM Receipt No. 00320551 CLERK: AshleyM PAYEE: Eden Trace Corp 8821 Sunset Trail Chanhassen MN 55317- 8303 Audubon Road- Planning Case 2016-018 ------------------------------------------------------- Final Plat 100.00 Total Cash Check 14728 Change 100.00 0.00 100.00 0.00 7700 Market Boulevard PC 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: 952.2271110 Recreation Center 2310 Coulter Boulevard Phone: 952.227.1400 Fax: 952.227.1404 Planning & Natural Resources Phone: 952.227.1130 Fax: 952.227.1110 Public Works 7901 Park Place Phone: 952.227.1300 Fax: 952.227.1310 Senior Center Phone: 952.227.1125 Fax: 952.227.1110 Website www.d.chanhassen.mn.us G -fib MEMORANDUM TO: Todd Gerhardt, City Manager FROM: Bob Generous, Senior Planner DATE: July 25, 2016 - y SUBJ: Audubon Corporate Center 2°d Addition, Development Contract, — Planning Case #2016-18 PROPOSED MOTION "The Chanhassen City Council approves: 1. A resolution approving the final plat for Audubon Corporate Center 2°a Addition subject to the conditions of the staff report" Approval requires a simple majority vote of the City Council. PROPOSAL SUMMARY The applicant, Eden Trace Corp. and Equitable Holding Co. LLC., is requesting final plat approval to create one lot for the property located north of the existing IDI Distribution building. BACKGROUND On April 14, 2008, the Chanhassen City Council approved (Planning Case #2008-07) the Subdivision (preliminary and final plat) creating one lot and one outlot and right-of-way for Audubon Road; Site Plan for IDI Distributors for a 71,500 square -foot, two- story, office -warehouse building to be built in two phases (55,200 square -foot initially with a future 16,272 square -foot expansion); and a Wetland Alteration Permit. Chanhassen is a Community for Life - Providing for Todayand Planning for Tomorrow IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 2 of 11 SUBDIVISION REVIEW The applicant is creating one lot of the existing Outlot A, Audubon Corporate Center. The lot area is 2.65 acres. The property is zoned Office Industrial District, IOP, and is guided for Office Industrial uses. Audubon Corporate Center 2nd Addition This lot will include a portion of the building expansion for IDI Distribution as well as additional parking for the building. hi conjunction with the site plan, the applicant is requesting that the two lots become a zoning lot and that the easement along the common property line be vacated. GRADING, DRAINAGE AND EROSION CONTROL Site grading is proposed in conjunction with the site plan review for IDI Distribution building expansion, which is proceeding concurrently with the final plat. I I I 1y, � I 1 � \ Audubon Corporate Center 2nd Addition This lot will include a portion of the building expansion for IDI Distribution as well as additional parking for the building. hi conjunction with the site plan, the applicant is requesting that the two lots become a zoning lot and that the easement along the common property line be vacated. GRADING, DRAINAGE AND EROSION CONTROL Site grading is proposed in conjunction with the site plan review for IDI Distribution building expansion, which is proceeding concurrently with the final plat. IDI Expansion - 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 3 of 11 PARKS AND RECREATION Parks This property is located within the park service area of Sunset Ridge Neighborhood Park. This 10 - acre property features off-street parking, a ball field, basketball court, play area, trails, a wetland and open space. No additional parkland acquisition is being recommended as a condition of approval for this subdivision. Trails The subject site has convenient access to the Audubon Road pedestrian trail. The applicant should be required to protect and maintain access to this public amenity during the construction of their project. The Audubon Road trail connects to the Lake Drive West pedestrian trail just south of this proposed subdivision providing convenient access to Sunset Ridge Park and the remainder of the City's trail system. No additional trail construction is being recommended as a condition of approval for this subdivision. It is recommended that full park fees in lieu of parkland dedication and/or trail construction be collected as a condition of approval for this subdivision. The park fees shall be collected in full at the rate in force upon final plat submission and approval. For 2016, the required park fee is $12,500.00 per acre, which would be a fee of $33,125.00. SURFACE WATER MANAGEMENT PLAN (SWMP) CONNECTION CHARGES Storm Water Utility Connection Charges Section 4-30 of code sets out the fees associated with surface water management. The fees for Outlot A were deferred with the original subdivision. They will be collected with the site improvements. These fees are based on land use type and are intended to reflect the fact that more intense the development type, the greater the degradation of surface water. These fees can be credited up to 50% if the design has a reasonable expectation of achieving abstraction of the first 1.1 inches of runoff from all proposed hardcover on the site. The wetland and buffer and upland area put into the outlot will be removed from the assessed property. This area is 0.59 acres so the net assessable land area is 2.06 acres. They are indicating that 1.0 inches of runoff will be infiltrated. Barring any major changes in design assumptions, this warrants a 45% credit. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $20,742/acre x 2.06 acres x 0.55 = $23,500.69 IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 4 of 11 WETLANDS A wetland is located in the northeast corner of the site. This wetland is classified as a Manage 2 wetland which requires a 20 foot buffer with a 30 foot building setback and a 15 foot accessory structure setback. A drainage and utility easement shall be placed over this wetland and associated buffer on the final plat. REVIEW CONDITIONS OF APPROVAL 1. Lot 1, as shown in the preliminary plat, shall be designated as Outlot A until the ultimate development of the lot is determined and a revised grading plan submitted that shows the wetland impacts. *This condition has been met. 2. The applicant shall use BWSR U8 in all graded areas along the eastern property line. *This condition no longer applies. 3. Existing City boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. *This condition still applies. 4. The north lot will be required to provide buffer yard and parking lot landscaping as required by ordinance at the time of site plan approval. *This condition has been met. 5. All trees on the north lot within the wetland buffer and setback shall be preserved until a final grading plan is approved for the lot. The developer shall work with staff as part of the development of the site to preserve these trees through revised grading and the use of retaining walls. *This condition has been met. 6. A wetland buffer 20 feet in width and a 30 -foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 50% of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be moved out of this 15 -foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. *This condition still applies. The retaining wall needs to be moved so that it is at least 15 feet from the edge of the buffer or 35 feet from the wetland edge. *This condition has been met. IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 5ofII 8. A NPDES Phase II Construction Site Storm Water Permit will be required from the Minnesota Pollution Control Agency (MPCA) for this site. *This condition has been met. 9. The proposed storm water pond shall be constructed prior to disturbing upgradient areas and used as a temporary sediment basin during mass grading. Diversion berms/ditches may be needed to divert water to the pond and a temporary pond outlet shall be provided. The outlet could be a temporary perforated standpipe and rock cone. The plans shall be revised to include a detail for the temporary pond outlet. *This condition has been met. 10. A detailed construction plan needs to be created for the pond construction which shows how water quality of the existing pond and adjacent water body will be protected. At a minimum, this must show how the pond will be dewatered and what best management practices will be employed. * This condition has been met. 11. All silt fence that is not laid parallel to the contours shall have J Hooks installed every 50-75 feet. *This condition no longer applies. 12. A stable emergency overflow (EOF) for the stormwater pond shall be provided. The EOF could consist of riprap and geotextile fabric or a turf reinforcement mat (a permanent erosion control blanket). A typical detail shall be included in the plan. The overland route from the EOF to the existing wetland shall be shown on the plans and shall be encumbered by a drainage and utility easement. * This condition has been met. 13. Erosion control blanket shall be installed on all slopes greater than or equal to 3:1. All exposed soil areas shall have temporary erosion protection or permanent cover year round, according to the following table of slopes and time frames: !We of Sloe Time Steeper than 3:1 7 days 10:1 to 3:1 14 days Flatter than 10:1 21 days (Maximum time an area can remain open when the area is not actively being worked.) These areas include constructed storm water management pond side slopes, and any exposed soil areas with a positive slope to a storm water conveyance system, such as a curb and gutter system, storm sewer inlet, temporary or permanent drainage ditch or other natural or man- made systems that discharge to a surface water. * This condition has been met. IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 6 of 11 14. Inlet protection may be needed prior to installation of the castings for the curbside catch basins. In that case, all storm sewer inlets shall be protected by at least fabric draped over the manhole with a steel plate holding the fabric in place. * This condition has been met. 15. At this time, the estimated total SWMP fee, due payable to the City at the time of final plat recording, is $59,365.80. *This condition shall be modified as follows: Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $23,500.69 due with the final plat. 16. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering)) and comply with their conditions of approval. *This condition still applies. 17. Full park fees in lieu of parkland dedication and/or trail construction shall be collected as a condition of approval for this subdivision. The park fees shall be collected in full at the rate in force upon final plat submission and approval. *This condition shall be modified as follows: Park fees in the amount of $33,125.00 shall be paid prior to recording the final plat. 18. Approval of the subdivision in no way should convey to the applicant, the land owner or any subsequent owners and occupants approval of the wetland impacts indicated within Wetland 2 as shown on the conceptual grading plan or any other wetland impacts resulting from the development of this parcel. Any grading which, as a result of the development of Lot 1, occurs on Lot 2 must provide sediment and erosion control best management practices to protect the wetland and the buffer area. *This condition no longer applies. 19. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. *This condition still applies. 20. Remove all existing structures prior to the commencement of grading. *This condition has been met. 21. This site must be mass graded to minimize future truck traffic upon completion of the southern parcel. A 20 -foot buffer is required around the wetland on the northern parcel to prevent grading from taking place. Please revise the grading plan and show silt fence in this location so the contractor can determine the grading limits. Also, the building pad elevation of the northern parcel shall be lowered to an elevation of 952 to minimize the impacts to the wetland. *This condition has been met. IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 7 of 1 I 22. The grading plan needs to be revised. The proposed contours on the northern property need to be revised showing the wetland buffer of 20 feet. Show the existing conditions within 100 feet of the property line. *This condition has been met. 23. Normal water level of the existing wetlands should be shown on the plan. Also, include the normal water level and high water level of the revised pond. Show emergency overflows on the plan. Keep a minimum of 2 percent slope in the grass areas, 1 percent in the pavement areas, and .5 percent along the curb lines. *This condition has been met. 24. Development of the northern parcel will require a stormwater pond to treat the water prior to discharge into the wetland. This pond should discharge to the wetland northeast of the site. *This condition has been met. 25. Revise the drainage calculations. The existing drainage map should include three areas: One area discharges to the northern wetland, one to the eastern wetland and one to the existing pond. Revise the calculations to show the pre- and post -development peak discharge into the northern and eastern wetland. Post -development peak discharges must remain less than pre -development peak discharges for the 2-, 10-, and 100 -year storm events. Drainage calculations must be signed by a Professional Engineer registered in the State of Minnesota. *This condition has been met. 26. Rational method calculations, including drainage map, must be provided for the sizing of the storm sewer. *This condition has been met. 27. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. *This condition still applies. 28. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevations should be added to the retaining wall. *This condition still applies. 29. All of the utilities within the boundary should be privately owned and maintained. These utilities must be covered by a cross -access agreement. The proposed watermain connection into Chanhassen Lakes Business Park 71 Addition must wet tap the existing watermain. *This condition has been met. 30. Utility plans shall show both plan view and profiles of all utilities (sanitary sewer, water, and storm sewer lines). *This condition has been met. IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 8 of 11 31. Determine actual elevations of existing utilities. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. *This condition shall be modified as follows: ufihfies.—A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 32. Each new lot is subject to the sanitary sewer and water hookup charges. Lot 1, Block I will get credit for 8 trunk sanitary sewer charges. Lot 2 will get credit for 15 tnmk sanitary sewer charges. No tnmk water charges have been paid. The 2008 tnmk hookup charge is $1,769 for sanitary sewer and $4,799 for watermain. Sanitary sewer and watermain hookup fees may be specially assessed against the parcel at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. *This condition shall be modified as follow: ; aeh new llot is subjeet to the sanita^ se aFA water- hookup ehafges. Lot 1, Bleek 1 will got emdit fiqf 9 tmnk qRnitafy sewer . Lot 2 will get er-edit fef: 15 4unk sarAtary sewer- ehaFges. Ne hwik water ehaFges have been nova The 2008 ..unk h,.,.Lup eh....ge is $1,769 c r- sanitary sewer and $4,799 ferwawm Sanitary sewer and watermain hookup fees will be required may be speeia4 assessed against the pareel at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. 33. All of the utility improvements are required to be constructed in accordance with the City's latest edition of Standard Specifications and Detail Plates. The applicant is also required to provide the City with the necessary financial security in the form of a letter of credit or cash escrow in the amount of $13,200.00 to guarantee the installation of the pond, erosion control, and seeding. The applicant must also notify the City after installation of the erosion control and 48 hours prior to the commencement of grading. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health. *This condition has been met. 34. Easements are required to provide access to Lot 1, Block 1. A private drive easement will be required to provide access to Lot 1, Block 1 off of Audubon Road. An additional private easement will be required to provide truck access through Chanhassen Lakes Business Park 7's Addition and up to Lot 1, Block 1. The easements for the gas line and power line must be shown on the plat. No work will be allowed in this area without the approval of the owner of the easement. A drainage and utility easement will be required over the proposed pond for Lot 2, Block 1. Also, a temporary drainage and utility easement should be placed on the entire Lot 1, Block 1 until the time of final plat of this parcel. Provide location and easement for pond access. *This condition has been met. IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 9 of 11 35. Shift proposed drive off of Audubon Road so that the center of the driveway is located 70 feet north of the Kingdom Hall drive. Due to limited site distance, this driveway location will be limited to passenger vehicles only. Truck -trailer access must be provided to Lot 1, Block I through Chanhassen Lakes Business Park 7`h Addition. *This condition has been met. 36. The boundary survey and preliminary plat need to be revised. Add existing conditions and property lines within 100 feet of the boundary. Also, the legal description does not match the bearings on the preliminary plat. *This condition does not apply. 37. Upon completion of the public street, the applicant shall submit a set of "as -built" plans signed by a professional engineer. *This condition has been met. 38. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. *This condition shall be modified as follows: Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416.00. 39. All outstanding assessments must be paid prior to final plat. *This condition has been met. Based on review of the proposed plan, the following condition shall be added: A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. COMPLIANCE TABLE AREA (sq. ft.) WIDTH (ft.) DEPTH (ft.) NOTES Code (IOP) 43,560 200 200 1.0 acre Lot 1 115,555 318 308 2.65 acres RECOMMENDATION Staff recommends approval of the final plat for Audubon Corporate Center 2nd Addition subject to the following conditions: 1. Existing City boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 10 of I 1 2. A wetland buffer 20 feet in width and a 30 -foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 50% of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be moved out of this 15 -foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. 3. The retaining wall needs to be moved so that it is at least 15 feet from the edge of the buffer or 35 feet from the wetland edge. *This condition has been met. 4. A NPDES Phase II Construction Site Storm Water Permit will be required from the Minnesota Pollution Control Agency (MPCA) for this site. *This condition has been met. 5. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $23,500.69 due with the final plat. 6. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering)) and comply with their conditions of approval. 7. Park fees in the amount of $33,125.00 shall be paid prior to recording the final plat. 8. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 9. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. 10. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevations should be added to the retaining wall. 11. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 12. Sanitary sewer and watermain hookup fees will be required at the time of building pennit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. IDI Expansion — 8303 Audubon Road — Planning Case 2016-18 July 25, 2016 Page 11 of 11 13. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416.00. 14. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. ATTACHMENTS Reduced Copy of Final Plat Resolution Approving Audubon Corporate Center 2"d Addition CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA DATE: RESOLUTION NO: MOTION BY: SECONDED BY: A RESOLUTION APPROVING A FINAL PLAT AUDUBON CORPORATE CENTER 21HD ADDITION WHEREAS, Eden Trace Corp. and Equitable Holding Co. LLC. have requested the final plat of Outlot A, Audubon Corporate Center into 2.65 -acre lot; and WHEREAS, the Chanhassen City Council held a hearing on July 25, 2016, and found the plan consistent with the Chanhassen Comprehensive Plan and Zoning ordinance. NOW, THEREFORE, BE IT RESOLVED that the Chanhassen City Council hereby approves the final plat for Audubon Corporate Center 2nd Addition (Planning Case #2016-18) for Equitable Holding Co. LLC for property legally described Outlot A, Audubon Corporate Center, Carver County, Minnesota, subject to the following conditions: 1. Existing City boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. 2. A wetland buffer 20 feet in width and a 30 -foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 50% of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be moved out of this 15 -foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. 3. The retaining wall needs to be moved so that it is at least 15 feet from the edge of the buffer or 35 feet from the wetland edge. *This condition has been met. 4. A NPDES Phase H Construction Site Storm Water Permit will be required from the Minnesota Pollution Control Agency (MPCA) for this site. *This condition has been met. 5. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $23,500.69 due with the final plat. 6. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering)) and comply with their conditions of approval. 7. Park fees in the amount of $33,125.00 shall be paid prior to recording the final plat. 8. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 9. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. 10. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevations should be added to the retaining wall. 11. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 12. Sanitary sewer and watermain hookup fees will be required at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. 13. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416.00. 14. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. Passed and adopted by the Chanhassen City Council this 25d day July of 2016. ATTEST: Todd Gerhardt, City Clerk/Manager Denny Laufenburger, Mayor YES NO ABSENT gdplan\2016 planning cases@016-18- idi expansion - 8303 audubon road\resolution audubon corporate center 2nd add.doc 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: 952227.1404 Planning & Natural Resources Phone: 952.227.1130 Fax: 952.227.1110 Public Works 7901 Park Place Phone: 952.2271300 Fax: 952.227.1310 Senior Center Phone: 952.2271125 Fax: 952.227.1110 Website www.ci.chanhassen.mn.us IU - ,6 MEMORANDUM TO: Todd Gerhardt, City Manager FROM: Bob Generous, Senior Planner DATE: July 25, 2016 A� SUBJ: Planning Case 2016-18 — IDI Distribution Expansion Site Plan Review PROPOSED MOTION G -;a "The Chanhassen City Council approves the site plan for the expansion of IDI Distribution Building, plans prepared by Houwman Architects, dated June 6, 2016, and Sambatek, dated July 1, 2016, subject to the conditions of the staff report and adopts the findings of fact." City Council approval requires a majority vote of City Council. EXECUTIVE SUMMARY The applicants, Eden Trace Corp. and Equitable Holding Co. LLC., are requesting Site Plan Review for a 26,962 square foot main level building expansion (total square footage 35,517) for property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. In conjunction with the site plan, the applicant is also requesting final plat approval and vacation of drainage and utility easements. PLANNING COMMISSION SUMMARY The Planning Commission held a public hearing on July 19, 2016 to review the proposed building expansion. The Planning Commission voted 6-0 to recommend that City Council approve the site plan for the expansion subject to the conditions of approval in the staff report. There were no issues or concerns with the proposed development, which is consistent with the comprehensive plan and zoning of the parcel. Planning Commission minutes for July 19, 2016 date are included in the consent agenda for the July 25, 2016 City Council packet. RECOMMENDATION Staff recommends approval of the proposed building expansion subject to the conditions of the planning Commission staff report. ATTACHMENTS Planning Commission Staff Report Dated July 19, 2016. Chanhassen is a Community for Life - Providing torTodayand Planning for Tomorrow `� T Y 9 2 ,C* �, 9NN ASS PROPOSED MOTION: PC DATE: July 19, 2016 CC DATE: July 25, 2016 REVIEW DEADLINE: August 16, 2016 CASE #: 2016-18 BY: RG, JM, TJ, ML, JS, SS "The Chanhassen Planning Commission recommends approval of the site plan for the expansion of IDI Distribution Building, plans prepared by Houwman Architects, dated June 6, 2016, and Sambatek, dated July 1, 2016, subject to the conditions of the staff report and adopts the findings of fact and recommendation." SUMMARY OF REQUEST: Site Plan Review for a 26,962 square foot building expansion. LOCATION: 8303 Audubon Road APPLICANT: Eden Trace Corp. 8821 Sunset Trail Chanhassen, MN 55317 (952)361-0722 mark@edentrace.com Owner: Equitable Holding Co. LLC. 8303 Audubon Road Chanhassen, MN 55317 PRESENT ZONING: Industrial Office Park (IOP) 2020 LAND USE PLAN: Office Industrial ACREAGE: 6.26 acres DENSITY: 0.34 F.A.R. LEVEL OF CITY DISCRETION IN DECISION- MAHING: The city's discretion in approving or denying a site plan is limited to whether or not the proposed project complies with Zoning Ordinance requirements. If it meets those standards, the city must then approve the site plan. This is a quasi-judicial decision. Notice of this public hearing has been mailed to all property owners within 500 feet. PROPOSAL/SUMMARY The applicant is proposing a 26,952 square foot expansion to the existing building. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 2 of 16 APPLICABLE REGULATIONS Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article VI, Wetland Protection Chapter 20, Article XXII, "IOP" Industrial Office Park District Chapter 20, Article XXIII, Division 7, Design Standards for Commercial, Industrial and Office - Institutional Developments BACKGROUND On April 14, 2008, the Chanhassen City Council approved the following: Subdivision (preliminary and final plat) creating one lot and one outlot and right-of-way for Audubon Road; Site Plan for IDI Distributors for a 71,500 square -foot, two-story, office -warehouse building to be built in two phases (55,200 square -foot initially with a future 16,272 square -foot expansion); and Wetland Alteration Permit for the grading and filling of wetlands on the site. On July 10, 1989, the Chanhassen City Council approved CUP #89-2 permitting a landscaping contractor's yard at 8301 Audubon Road. On July 25, 1988, the Chanhassen City Council approved a site plan for an officelwarehouse building for Merit Heating and Cooling. The applicant subsequently withdrew the proposal prior to development on the site. The site was used as a single-family residence with a horse barn and horse pasture. SITE PLAN REVIEW Site Plan Review for a 26,962 square foot main level building expansion for property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Water and sewer service is available to the site from Audubon Road. Access to the site will be from Audubon Road for automobiles and Lake Drive West for semi -trailers. Access will be via a shared private street (driveway). Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 3 of 16 Wetland complexes are located in the northeast and east central portions of the property. These wetlands extend on to the property to the east. The site's high point at 962 is located in the northwest portion of the property slopes to the north toward the railroad with an elevation of 935, to the east wetland complexes with an elevation of approximately 940. There are clusters of trees around the northeastern wetland complex which shall be preserved. The applicant is proposing a 26,962 square foot building expansion and associated parking. In order to expand the facilities, Outlot A and Lot I will be combined into one lot. No Surface Water Management fees were extracted from Outlot A as no development was proposed at the time. histead, the fees were deferred until such a time as this parcel developed. Given the proposed improvements, the remaining fees will be extracted at this time. The non -developable wetland area and associated buffer will not be included in the calculations. Staff has requested this area be calculated and supplied to the city. Total disturbance will exceed one acre. As such, a National Pollution Discharge Elimination Permit will be required and a Surface Water Pollution Prevention Plan must be developed and submitted to the city for review and approval. There is a wetland present on the property to the north but no impacts are associated with this project. Stormwater management will occur through a combination of an infiltration basin and use of the existing stormwater detention pond. ARCHITECTURAL COMPLIANCE The applicant is requesting site plan approval for a two-story office -warehouse building expansion. The first phase of development included a 45,200 square -foot first story with 13,627 square -foot second story for a total building area of 58,827 square feet. This phase of the development includes a 26,962 square -foot first story expansion of the building consisting of 8,555 square feet of office and 18,407 square feet of warehouse space on the first floor and 8,555 square feet of office on the second floor for a total expansion of 35,517 square feet. The expansion will continue the architectural style and materials of the existing building. RDDMON EXISTING BUILDING Size Portion Placement The main entrance to the building is located on the west side of the building in the center of the first phase of the development. The entrance is covered by metal canopy. The entrance is Planning Commission IDI Expansion—Planning Case 2016-18 July 19, 2016 Page 4 of 16 further emphasized by cultured stone veneer, flanking columns, and a raised, arched parapet with a decretive, keystone voussoir at the center of the arch. The entrance is projected out five feet from the main area of the building, stepping back four feet in the area of the two-story window projections, which then steps back one foot to the main building. Since the offices are located on the second story of the building, the window treatments along the entire front of the building are also pushed up to the second level. An entrance for the expansion is located on the north side of the building and will mirror the main entrance with a smaller canopy. Material, Detail and Color The building material is Fabcon exposed aggregate panels. The recessed office walls consist of red rock panels with cultured stone veneer (Western ledge Stak Mustang with stone cap). The window towers consist of buff -colored, smooth -finished, exposed aggregate concrete panels. Window sills consist of Mojave -colored (tan) burnished block. The majority of the building, around the warehouse, consists of buff -colored uniform low ribbed, exposed aggregate, concrete panels with a smooth band around the building. The windows consist of Hartford green aluminum frames with clear glass. Green sprandral glass panels are located in the upper two panes of the end unit office windows. A Hartford green prefinished metal coping caps the raised parapet walls with medium bronze prefinished metal coping on the balance of the parapets. Architectural lighting is proposed in the window towers above each window and above the entrance canopy. Height and Roof Design Height is limited to four stories or 50 feet in the Industrial Office Park District. The building has a stepped parapet height with the recessed wall areas at a height of 31 feet, the stepped window areas at a height of 35 feet and the main entrance with a curved parapet at a height of 38 feet. Mechanical equipment on the roof shall be screened through the use of low -profile units and placement away from the edges of the roof. No wooden fences are permitted on the roof for equipment screening. Facade Transparency Over 50 percent of the office elevation that is viewed from Audubon Road includes windows and/or doors. All other areas shall include landscaping material and architectural detailing and articulation. Site Furnishing The developer is proposing a canopy over the entrance to the building. They incorporate an outdoor patio break area with picnic tables or benches for employee use on the north side of the building. The developer provided a sidewalk connection from the building to the trail on Audubon Road. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 5 of 16 Loading areas, refuse area, etc. Loading areas are located on the southeast comer of the building, which is screened from public view by the building. No specific refuse area is proposed. A note on the plan states that dumpsters will be set inside the building and wheeled through the drive-in overhead door. An area north of the retaining wall in the truck docking area could be utilized as dumpster location. Landscaping Minimum requirements for landscaping include 2,784 sq. ft. of landscaped area around the parking lot, 11 trees and 5 landscape islands or peninsulas for the parking lot. The applicant's proposed landscaping as compared to ordinance requirements for landscape area and parking lot trees is shown in the following table. Required Proposed Vehicular use landscape area 2,784 sq. ft. >2,784 sq. ft. Trees/ parking lot 11 overstory 13 overstory 5 islands or peninsulas 6 islands/peninsulas The applicant meets minimum requirements for landscaping. 11 IM" JuaRVI This proposal under review includes the construction of a building that would lie over the property line between Lot 1, Block 1 and Outlot A. A building cannot be constructed over an outlot, therefore, Outlot A must be platted as a lot and combined with Lot 1, Block 1 prior to recording the site plan agreement. EASEMENTS The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. Drainage and utility easements are in place site over the private water main, sanitary sewer and storm sewer utilities. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. The proposal shows the building expansion within that drainage and utility easement. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 6 of 16 GRADING AND DRAINAGE The existing site consists of a building and surface parking lot on the southern part of the parcel. The existing impervious areas convey stormwater to a pond offsite. The northern and eastern part of the property convey water to a wetland located on the northeastern corner of the site. An existing, approximately 10 -foot tall stockpile of earth is on the northern half of the site. The plan proposes this will be removed for the construction of the parking lot and infiltration basin. The proposed haul route will take the excess material down Audubon Road to Lyman Boulevard to TH 101. The material will be delivered to Herman's Landscape Supplies in Jordan Minnesota. The proposal of increasing the size of the parking lot and building increase the area of impervious pavement and stormwater runoff. The applicant has proposed an infiltration basin in the northwest corner of the parcel. This basin would receive water from part of the new parking and part of the existing parking on the east side of the building. The roof drain and part of the new parking lot would be directed to the existing offsite pond. The applicant has opted to show that this site has space for the required number of parking spaces, but not install them at this time (proof of parking). However, the proof of parking is located on the infiltration basin. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater if the additional parking spaces were to be added at a future date. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. The applicant must submit a soils report to the City prior to recording the site plan agreement. Silt fence with steel posts shall be installed around the perimeter of the infiltration basin area prior to the start of grading. The applicant and its contractor shall protect the area from compaction and disturbance during construction. The basin shall be excavated after the site work is substantially complete and the slopes have been stabilized. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 7 of 16 The applicant must submit a SWPPP and erosion control plan per City Code §19-145 for staff review prior to recording the site plan agreement. Prior to recording the site plan agreement, escrow shall be provided to the City for construction of erosion and sediment control measures and the infiltration basin. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. SITE GRADING: DRAINAGE Under existing conditions, all of lot 1 and a portion of Outlot A are directed to the pond located south and east of the site. The remainder of Outlot A drained to the northerly wetland. Under the proposed conditions, the building will still be directed to the existing pond, however, to meet abstraction requirements, the existing and proposed parking lot areas will be directed to a proposed infiltration basin before discharging into the northerly wetland. City code states that runoff rates must not be increased under the 2 -year, 10 -year or 100 -year return frequency storm events. This is applied to all points leaving the site. The table below summarizes the rates from the existing pond and the northern drainage area pre and post expansion. Table 1. Runoff rate comparison pre and post expansion Return TO NORTHERLY WETLAND FROM EXISTING POND Frequency Existing Proposed Existing Proposed 2 -YR 2.56 cfs 0.40 cfs 2.36 cfs 2.38 cfs 30 -YR 5.37 cfs 2.01 cfs 5.89 cfs 4.87 cfs 100 -YR 12.36 cfs 4.56 cfs 18.72 cfs 17.97 cfs Although there is a slight increase in rates under the 2 year return frequency event for the existing pond, the increase is negligible (0.02 cubic feet per second or approximately 1 pint per second) and is not likely to result in downstream issues. Code does allow some discretion in situations such as this. SITE GRADING: EROSION PREVENTION AND SEDIMENT CONTROL The proposed development will exceed one (1) acre of disturbance and will, therefore, be subject to the General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit). The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 8 of 16 required elements as listed in Parts III and IV of the permit. The city has a checklist which they will make available to the consulting engineer. The SWPPP should pay particular attention to the following items: 1. Protecting the proposed infiltration area from construction activity until the contributing watershed is stabilized. 2. Keeping rates into the infiltration basin below scour velocities. 3. The impaired status of Bluff Creek and following the guidelines and recommendations set forth in the Total Maximum Daily Load Implementation Plan. SITE CONSTRAINTS Wetland Protection The entire site was reviewed in 2008 and three basins were delineated. Wetland 1 was determined to be non - jurisdictional. Wetland 3 was placed into a drainage and utility easement within Lot 1. Wetland 2 is located in the northern. Because the wetland delineation is more than three years old, the applicant reflagged the boundary and staff reviewed the flag placement to assure that the proposed improvements would result in no net loss of wetland functions or values. Staff reviewed the wetland flags on July 7, 2016 and found them to accurately reflect the wetland limits. Based upon the field review and proposed improvements, there is highly improbable that any wetland impacts, either direct or indirect, will result from the proposed. Figure 1 Area of encroachment into setback. The wetland is a Manage 2 wetland per our Wetland Protection Plan. This means that under City Code it requires a twenty (20) foot buffer and a thirty (30) primary structure setback from the buffer. Secondary structures can encroach up to 50% of that primary structure setback. Even allowing for the secondary structure setback, two stalls will need to be removed from the proposed parking lot. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. Planning Commission IDI Expansion — Planning Case 2016-18 July 19,2016 Page 9 of 16 Bluff Protection There are no bluffs on the property. Shoreland Management The property is not located within a shoreland overlay district. Floodplain Overlay This property does not lie with a floodplain. STORM WATER MANAGEMENT Article VII, Chapter 19 of City Code describes the required storm water management development standards. Section 19-141 states that "these development standards shall be reflected in plans prepared by developers and/or project proposers in the design and layout of site plans, subdivisions and water management features." These standards include abstraction of runoff and water quality treatment resulting in the removal of 90% total suspended solids (TSS) and 60% total phosphorous (TP). The applicant is proposing the construction an infiltration feature to treat runoff from an area equivalent to the newly created impervious surface. According to the summary, they have achieved one inch (1 ") of volume reduction from the new impervious surface. However, these are based off an assumed infiltration rate and they have not yet performed any soils exploration to determine the actual infiltration rate. In a conversation with the consulting engineer, they stated they would be providing that data. The applicant must achieve the 90% TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable. The submittal did not include any water quality modeling. This will need to be provided and approved by city staff prior to issuance of a building permit. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. The infiltration basin must be placed within a drainage and utility easement. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 10 of 16 The plan indicates two outfalls into the infiltration basin. These shall be combined into one outfall. A sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. The pipe shall come out of the last structure into the infiltration basin no stepper than 1.0 percent. The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. Storm Water Utility Connection Charges Section 4-30 of code sets out the fees associated with surface water management. The fees for Outlot A were deferred with the original subdivision. They will be collected with the site improvements. These fees are based on land use type and are intended to reflect the fact that more intense the development type, the greater the degradation of surface water. These fees can be credited up to 50% if the design has a reasonable expectation of achieving abstraction of the fust 1.1 inches of runoff from all proposed hardcover on the site. The wetland and buffer and upland area put into the outlot will be removed from the assessed property. This area is 0.59 acres so the net assessable land area is 2.06 acres. They are indicating that 1.0 inches of runoff will be infiltrated. Barring any major changes in design assumptions, this warrants a 45% credit. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $20,742/acre x 2.06 acres x 0.55 = $23,500.69 RETAINING WALL One retaining wall is proposed north of the new parking area. It is approximately 5.7 feet tall and 1800 feet long. The proposed construction material is modular block. If the finished height of the wall is over 6 feet high, the applicant is suggested to construct a fence or other barrier between the parking lot and the top of wall. PARKING LOT The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 90° parking spaces or to use angled parking prior to a notice to proceed. The engineer shall show the truck turning movements in the loading area on the plan. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 11 of 16 SANITARY SEWER & WATER MAIN The applicant proposes installation of 8" PVC water main. The City recommends use of C900 PVC material for watermain pipe due to soil conditions. The water main installed for this project shall be privately owned and maintained. Water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. The building expansion will have water and sanitary service provided by the existing building. City and Metropolitan Council SAC and WAC charges will be collected with the expansion's building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. MISCELLANEOUS The building is required to have automatic fire extinguishing system. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. Soil evaluation (geo-technical) report required. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. Detailed occupancy related requirements will be addressed when complete building plans are submitted. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 12 of 16 10100U-M4as]X11r\2p�I Parking Stalls 164 134 plus 32 as proof of park (Office 5/1,000 with 26,125 sq. ft. of office equals 131 stalls. Warehouse 1/1,000 for first 10,000, then 1/ 2,000 thereafter with 57,023 sq. ft. of warehouse equals 33 stalls.) Parking Setback N - 0' E-10' N - 23'E - 14' W-30' S-0' W -30'S-10' Hard Surface Coverage 70% 57% Lot Area 1 acre 6.27 acres RECOMMENDATION Staff recommends that the Planning Commission approve the proposed building expansion for the expansion of IDI Distribution Building, plans prepared by Houwman Architects, dated June 6, 2016, and Sambatek, dated July 1, 2016, subject to the following conditions: Building Official 1. The building is required to have automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Soil evaluation (geo-technical) report required. IOP IDI Buildin¢ Building Height 4 stories 2 story 50 feet 38 feet Building Setback N - 10'E - 10' N — 323' E - 66' W -30'S-10' W -115'S-16' Wetland Setback: 20' buffer 20' buffer Building 30' to buffer 50' to buffer Parking 15' to buffer 15' to buffer Parking Stalls 164 134 plus 32 as proof of park (Office 5/1,000 with 26,125 sq. ft. of office equals 131 stalls. Warehouse 1/1,000 for first 10,000, then 1/ 2,000 thereafter with 57,023 sq. ft. of warehouse equals 33 stalls.) Parking Setback N - 0' E-10' N - 23'E - 14' W-30' S-0' W -30'S-10' Hard Surface Coverage 70% 57% Lot Area 1 acre 6.27 acres RECOMMENDATION Staff recommends that the Planning Commission approve the proposed building expansion for the expansion of IDI Distribution Building, plans prepared by Houwman Architects, dated June 6, 2016, and Sambatek, dated July 1, 2016, subject to the following conditions: Building Official 1. The building is required to have automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Soil evaluation (geo-technical) report required. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 13 of 16 4. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 5. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 6. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering 1. Outlot A must be platted as a lot and combined with Lot 1, Block 1 prior to recording the site plan agreement. 2. The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. 3. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. 4. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. 5. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. 6. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. 7. The applicant must submit a soils report to the city prior to recording the site plan agreement. 8. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. 9. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. 10. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. 11. The applicant must submit a SWPPP and erosion control plan per City Code § 19-145 for staff review prior to recording the site plan agreement. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 14 of 16 12. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. 13. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. 14. The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 90° parking spaces or to use angled parking prior to a notice to proceed. 15. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. 16. Water main to be installed for this project shall be privately owned and maintained during and after construction. 17. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. 18. Permits firm the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. 19. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. 20. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources 1. All existing trees to the north and west of the parking lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. Planning 1. The applicant shall enter into a site plan agreement and provide the necessary securities required by it. 2. Dumpsters, if placed outside, shall be properly screened. Water Resources 1. The applicant shall apply for and receive a General Permit Authorization to Discharge Stonmwater Associated with Construction Activity Under the National Pollution Discharge Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 15 of 16 Elimination/State Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. 2. The applicant must demonstrate that they can achieve the 901/o TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building permit. 3. The applicant must provide the water quality modeling, in both a summary and the actual electronic model used to the city for review and approval prior to issuance of the building permit. 4. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. 5. The infiltration basin must be placed within a drainage and utility easement. 6. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit. 7. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. 8. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. 9. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building pennit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. 10. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. 11. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. 12. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. Planning Commission IDI Expansion — Planning Case 2016-18 July 19, 2016 Page 16 of 16 ATTACHMENTS 1. Findings of Fact and Recommendation. 2. Development Review Application. 3. Reduced Copy Audubon Corporate Center 2"d Addition 4. Reduced Copy (Architectural) Project Info Site Plan Prepared by Houwman Architects Sheets A1.0 — A3.1 5. Reduced Copy Photometrics prepared by Electrical Production Services 6. Reduced Copy (Civil) IDI Distribution Building Expansion prepared by Sambatek Sheets C1.01— L2.01 7. Memorandum from Scott Sobiech, BARR, to Bob Generous dated 7/6/16 8. Public Hearing Notice and Mailing List CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Eden Trace Corporation and Equitable Holding Company LLC for Site Plan approval for a 26,962 square foot building expansion of an office -warehouse building. On July 19, 2016, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Eden Trace Corporation and Equitable Holding Company LLC for site plan approval. The Planning Commission conducted a public hearing on the proposed development 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 Industrial Office Park, IOP. 2. The property is guided in the Land Use Plan for Office/Industrial. 3. The legal description of the property is: Lot 1, Block 1, Audubon Corporate Center Addition and Lot 1, Block 1, Audubon Corporate Center 2nd Addition. 4. Site Plan Review: a. Is consistent 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; Finding: The proposed development is with the elements and objectives of the city's development guides. b. Is consistent with site plan division; Finding: The proposed development is complies with the Site Plan review requirements of the Chanhassen City Code. c. Preserves 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 or developing areas; Finding: The site has been significantly altered by previous uses on the parcel. The proposed development designs grade changes to be in keeping with the general appearance of the neighboring developed areas. d. Creates 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; Finding: The proposed development creates 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. e. Creates a functional and harmonious design for structures and site features, with special attention to the following: 1) 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, 2) The amount and location of open space and landscaping; 3) 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 4) 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. Finding: The proposed development creates a functional and harmonious design for structures and site features, subject to compliance with the conditions of approval. e. Protects 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 protects adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and traffic circulation. 5. The planning report #2016-18, dated July 19, 2016 prepared by Robert Generous, et al, is incorporated herein. 2 RECOMMENDATION The Planning Commission recommends that the City Council approve the Site Plan for IDI Distributor expansion subject to the recommended conditions of approval contained within the staff report. ADOPTED by the Chanhassen Planning Commission this 19a day of July 2016. CHANHASSEN PLANNING COMMISSION VWA Its Chairman COMMUNITY DEVELOPMENT DEPARTMENT Planning Division —Market Boulevard CITY OF CENSFN Mailing Address — P.O.O. Box 147, Chanhassen, MN 55317 Phone: (952) 227-1300 / Fax: (952) 227-1110 APPLICATION FOR DEVELOPMENT REVIEW , Submittal Date: / / 71 /V7 PC Date: ("d CC Date: �I4 1 ( 60 -Day Review Date: __--sectionl: Application Type (check all that -apply) (Refer to the appropriate Application Checklist for required submittal information that must accompany this application) ❑ Comprehensive Plan Amendment ......................... $600 ❑ Minor MUSA line for failing on-site sewers ..... $100 ❑ Conditional Use Permit (CUP) ❑ Single -Family Residence ................................ $325 ❑ All Others......................................................... $425 ❑ Interim Use Permit (IUP) ❑ In conjunction with Single -Family Residence.. $325 ❑ All Others......................................................... $425 ❑ Rezoning (REZ) ❑ Planned Unit Development (PUD) .................. $750 ❑ Minor Amendment to existing PUD ................. $100 ❑ All Others......................................................... $500 ❑ Sign Plan Review ................................................... $150 ® Site Plan Review (SPR) ❑ AdMirfistrative:................................................. $100 ® CommefcialAndustrial Districts' ...................... $500 Plus $10 per 1,000 square feet of building area: (21k,44,2 thousand square feet) 'Include number of existing employees: Include number of new employees: ❑ Residential Districts ......................................... $500 Plus $5 per dwelling unit (_ units) ❑ Subdivision (SUB) ❑ Create 3 lots or less ........................................ $300 ❑ Create over 3 lots ....................... $600 + $15 per lot ( lots) ❑Metes & Bounds (2.lots)..................................$300 M Consolidate Lots..............................................$150 ❑ Lot Line Adjustment..! ...................................... $150 ❑ Final Plat ..........................................................$700 (Includes $450 escrow for attorney costs)' `Additional escrow may be required for other applications through the development contract. NOTE: When multiple applications are processed concurrently, the appropriate fee shall be charged for each application. Notification Sign (City to install and remove)...................................................................................................................... $200 Property Owners' List within 500' (City to generate after pre -application meeting) .................................................. $3 per address (_16— addresses) ❑ Escrow for Recording Documents (check all that apply)... .................................................................... $50 per document ❑ Conditional Use Permit ❑ Interim Use Permit Site Plan Agreement Vacation ❑ Variance ❑ Wetland Alteration Permit Metes & Bounds Subdivision (3 docs.) ❑ Easements (_ easements) TOTAL FEE: Description of Proposal: Property Address or Location: 6303 Audubon Rd Parcel #: Legal Description: Total Acreage: (0, 2i Wetlands Present? ® Yes ® No Present Zoning: Select One Requested Zoning: Select One Present Land Use Designation: Select One Requested Land Use Designation: Select One Existing Use of Property: 0 Fip%011 Sfirwirrtta L. 6ul&,o w6 ❑ Check box is separate narrative is attached. Vacation of Easements/Right-of-way (VAC)........ $300 (Additional recording fees may apply) ❑ Variance (VAR) .................................................... $200 ❑ Wetland Alteration Permit (WAP) ❑ Single -Family Residence ............................... $150 ❑ All Others ........................... ............................ $275 ❑ Zoning Appeal .................................................... $100 ❑ Zoning Ordinance Amendment (ZOA)................. $500 NOTE: When multiple applications are processed concurrently, the appropriate fee shall be charged for each application. Notification Sign (City to install and remove)...................................................................................................................... $200 Property Owners' List within 500' (City to generate after pre -application meeting) .................................................. $3 per address (_16— addresses) ❑ Escrow for Recording Documents (check all that apply)... .................................................................... $50 per document ❑ Conditional Use Permit ❑ Interim Use Permit Site Plan Agreement Vacation ❑ Variance ❑ Wetland Alteration Permit Metes & Bounds Subdivision (3 docs.) ❑ Easements (_ easements) TOTAL FEE: Description of Proposal: Property Address or Location: 6303 Audubon Rd Parcel #: Legal Description: Total Acreage: (0, 2i Wetlands Present? ® Yes ® No Present Zoning: Select One Requested Zoning: Select One Present Land Use Designation: Select One Requested Land Use Designation: Select One Existing Use of Property: 0 Fip%011 Sfirwirrtta L. 6ul&,o w6 ❑ Check box is separate narrative is attached. Section 3: Property Owner and Applicant Information APPLICANT OTHER THAN PROPERTY OWNER: In signing this application, I, as applicant, represent to have obtained authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to the right to object at the hearings on the application or during the appeal period. If this application has not been signed by the property owner, I have attached separate documentation of full legal capacity to file the application. 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 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. I certify that the information and exhibits submitted are true and correct. Name: CDEM -rQAcE Gp2P, Address: Q921 'SU.NSEt Ttz►iL. City/State/Zip: CI+kN41AZ-ePJ. A1AN 5S2? 17 Email: M I,-ga eole^' rctc.e. 6* AA Signature: Contact: h6g-L UvIbE sTAD Phone: 6 t Z. 8o R- L Rio Cell: 6l Z . 8 0 3- 6g'l0 Fax: Date: PROPERTY OWNER: In signing this application, I, as property owner, have full legal capacity to, and hereby do, authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those conditions, subject only to the right to object at the hearings or during the appeal periods. 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. I certify that the information and exhibits submitted are true and correct. Name: IES%4k'ab1.e Wlrbtclt 1q a. LLL Contact: Toe ►Jovagra�L Address: 8303 A1Ao1%i6on Rd. Phone: 952-q37-2000 City/State/Zip:=Ckankcts se n, M)J SS317 Cell: b(Z.-019-0617 Email: Signature: Fax: Date: This applicatior4 must be completed in full and be accompanied by all information and plans required by applicable City Ordinance provisions. Beforelfillfing this application, refer to the appropriate Application Checklist and confer with the Planning Department to determine the specific ordinance and applicable procedural requirements and fees. 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. PROJECT ENGINEER (ifapplibgble) Name: SQ/YL bOA& Ic Address: 12800 Wk�i"ew,1+er Dr. ZU-6 .300 City/State/Zip: Mt^tte+0rtlt.A MN. SS343 Email: Ellut-k it Smfn coM Contact: Uric. Lu+,L Phone: -1t.3-259-6613 Cell: Fax: INSTRUCTIONS TO APPLICANT: Complete all necessary form fields, then select SAVE FORM to save a copy to your device. PRMT FORM£, and deliver to city along with required documents and payment. 'SUBMIT FORM to send a digital copy to the city for processing (required). SAVE FORM PRINT FORM SUBMIT FORM Section 4: Notification Information Who should receive copies of staff reports? 'Other Contact Information: jr Property Owner Via: Applicant Via: Rvr Engineer Via: ❑ Other` Via: REmail [✓]"Email F Email ❑ Email ❑ Mailed Paper Copy ❑ Mailed Paper Copy []Mailed Paper Copy ❑ Mailed Paper Copy Name: Address: City/State/Zip: Email: INSTRUCTIONS TO APPLICANT: Complete all necessary form fields, then select SAVE FORM to save a copy to your device. PRMT FORM£, and deliver to city along with required documents and payment. 'SUBMIT FORM to send a digital copy to the city for processing (required). 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Mx55111 LIN IL A. IN [Oxld[l'. FMPMxXIXSiID m"nWNoIPENGILJLLI [ONiMY'.. NJ . MNRL[15 YISRSMOWBYI KEEW NNNIM,1111 TEL NI6110. .... I,"IAN Nouwn `mEOn2`"cs"iae�xE NiNolnnxc..N[. If.. IIx TEL [0x1.[1. FIpM.1...A, 11 AIN9I1 WN. 1. 111 41LYQ NImE.�`"m°x M..."..AIN 11.1 sun[NJ . .NL .. WEI1E..F[N EI NF1 f W MIIAL.Aw.. islu "I]6H14NN IN,I. . 'exlKT. XI ENCEN Nn.1u Presented by: Eden Trace Corp. VICINITY MAP NO SALE SHEET INDEX oOENNF. 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BARB engineering and environmental consultants Memorandum To: Bob Generous, Senior Planner; City of Chanhassen From: Scott Sobiech, PE Subject: 8303 Audubon Road - IDI Expansion Plan Review by Riley -Purgatory -Bluff Creek Watershed District Date: July 6, 2016 c: Claire Bleser; Administrator Riley -Purgatory -Bluff Creek Watershed District This proposed redevelopment will need a Riley -Purgatory -Bluff Creek Watershed District (RPBCWD) permit prior to beginning construction activities. We appreciate the opportunity to provide preliminary comments on the project The RPBCWD received a request for preliminary review of this project on June 23, 2016. The following summary of RPBCWD review comments for the proposed IDI Expansion plan should not be considered complete; this is a preliminary review of the submitted information, additional comments may need to be addressed prior to issuance of a permit based on further review of the plans or revised information that is submitted. The following comments are based on the rules that apply to this project and highlight the areas where revisions or additional information are needed to meet the RPBCWD rules. These review comments do not constitute approval, a variance, or exemption from the rules. Therefore this project will require permit approvals from the RPBCWD Board of Managers. Rule C: Erosion and Sediment Control An Erosion and Sediment Control Permit (Rule C) is required from the RPBCWD because more than 50 cubic yards of earth will be placed, altered, or removed and more than 5,000 square feet of land -surface area will be altered (Rule C, Section 2.1). The following comments must be addressed for the project to be in compliance with RPBCWD Rule C. • The erosion control plan must include the following information: o Soil surfaces compacted during construction and remaining pervious upon completion of construction must be decompacted through soil amendment and/or ripping to a depth of 18 inches while taking care to avoid utilities, tree roots and other existing vegetation prior to final revegetation or other stabilization. o Construction site waste such as discarded building materials, concrete truck washout, chemicals, litter and sanitary waste must be properly managed. Ban Engineering Co. 4300 MorketPointe Drive, Suite 200, Minneapolis, MN 55435 952.832.2600 www.barr.com To: Bob Generous, Senior Planner, City of Chanhassen From: Scott Sobiech, PE Subject: 8303 Audubon Road - IDI Expansion Plan Review by Riley -Purgatory -Bluff Creek Watershed District Date: July 6, 2016 Page: 2 o Natural topography and soil conditions must be protected, including retention onsite of native topsoil to the greatest extent possible. o Additional measures, such as hydraulic mulching and other practices as specified by the District must be used on slopes of 3:1(H:V) or steeper to provide adequate stabilization. o Final site stabilization measures must specify that at least six inches of topsoil or organic matter be spread and incorporated into the underlying soil during final site treatment wherever topsoil has been removed. o The permittee must, at a minimum, inspect, maintain and repair all disturbed surfaces and all erosion and sediment control facilities and soil stabilization measures every day work is performed on the site and at least weekly until land -disturbing activity has ceased. Thereafter, the permittee must perform these responsibilities at least weekly until vegetative cover is established. The permittee will maintain a log of activities under this section for inspection by the District on request Rule D: Wetland and Creek Buffers Wetlands on this parcel appear to be downgradient from the proposed site activities. Because the proposed work triggers RPBCWD's Stormwater Management Rule (Rule J) and there are wetlands downgradient of the activities, Rule D, Subsections 2.1a and 3.1 require buffer around these wetlands. To conform to the RPBCWD Rule D the following revisions are needed: o Please provide the wetland delineation and MnRAM reports for documentation of the wetland type determination and functional/values assessment to determine the wetland value in accordance with Rule D, Appendix Dl. The wetland value will establish the required minimum and average buffer widths in accordance with Rule D Subsection 3.1a, 3.1b and 3.1c. This might require that the wetland buffer shown on the plan be revised to conform to subsections 3.1 and 3.2. o If buffer area averaging is used to achieve conformance with the minimum and average buffer requirements based on the wetland value please provide supporting calculations. o The proposed buffer marker location must be shown on the plans. An example buffer sign detail is available for download from the RPBCWD website (www.rpbcwd.org/permits). o A note must be added to the plans indicating: The potential transfer of aquatic invasive species (e.g., zebra mussels, Eurasian watermilfoil, etc) must be minimized to the maximum extent possible. o Before any work subject to District permit requirements commences, buffer areas and maintenance requirements must be documented. The applicant may meet this requirement by entering into a maintenance agreement with the District. To: Bob Generous, Senior Planner, City of Chanhassen From: Scoff Sobiech, PE Subject: 8303 Audubon Road - IDI Expansion Plan Review by Riley -Purgatory -Bluff Creek Watershed District Date: July 6, 2016 Page: 3 Rule J: Stormwater Management A Stormwater Management Permit (Rule J) will be required for this project because more than 50 cubic yards of earth will be placed, altered, or removed or more than 5,000 square feet of land -surface area will be altered (Rule J, Section 2.1). Because it appears the redevelopment project will increase site imperviousness by more than 50 percent the criteria in Rule J, Section 3 would apply to the entire project parcel. Comments provided below are preliminary and general in nature and the applicant should review the RPBCWD's Stormwater Management Rule for full details on submittal requirements. • Rate Control: Documentation must be provided showing that the project does not increase runoff rates forlaI points where stormwater leaves the site for the 2-,10-, and 100 -year storm events, and the 100 -year frequency, 10 -day snowmelt event. This analysis must be done using Atlas 14 reference data using a nested storm distribution. o A stormwater analysis was provided that addressed rate control for the 2-, 10-, and 100 - year storm events. The events used Atlas 14 precipitation depths, however it used the SCS Type D distribution. The HydroCAD output provided indicates the rainfall distribution used was the SCS Type 11, which is not a RPBCWD approved nested storm distribution. An approved rainfall distribution is provided on the district website (http://www.rpbcwd.org/permits/). Similarly, the approved snowmelt distribution, with a total precipitation of 7.2 -in is provided on the website above and should be utilized for the HydroCAD model. o The RPBCWD rules require that the project not increase runoff rates for all points where stormwater leaves the site. Documentation should be provided showing that the runoff rates do not increase at any location. Volume Control: Stonnwater management features must provide abstraction for 1.1 inches of runoff from all impervious surface of the parcel because the project appears to increases the imperviousness of the parcel by more than 50%. • Water Quality. Stormwater management features must provide an annual total phosphorus removal of at least 60% and an annual total suspended solids removal of at least 90% from all site runoff. Documentation must be provided demonstrating the site runoff will be treated to the above criteria. If a modeling platform (e.g., MIDS Calculator or PB) is used to document conformance, please provide the electronic models with the submittal. • General Comments: o Soil boring information at the site of the proposed infiltration basin must be submitted to determine the soil's suitability for infiltration and adequate separation between the proposed infiltration basin bottom and groundwater. To: Bob Generous, Senior Planner, City of Chanhassen From: Scoff Sobiech, PE Subject: 8303 Audubon Road - IDI Expansion Plan Review by Riley -Purgatory -Bluff Creek Watershed District Date: July 6, 2016 Pace: 4 o All stormwater management structures and facilities must be designed for maintenance access and properly maintained in perpetuity. A maintenance and inspection plan must be provided. The maintenance and inspection plan must include specific maintenance requirements for the proprietary BMPs installed. A draft maintenance declaration is available on the permits page of the RPBCWD website. (http://www.rpbcwd.org/permits/). o Upon completion of site work, submit as -built drawings demonstrating that at the time of final stabilization, stormwater facilities conform to design specifications as approved by the District Summary Based on the information provided to date, the proposed design does not meet the RPBCWD rules and a permit from the RPBCWD will be required prior to construction to likely cover the following: Erosion and Sediment Control, Wetlands and Buffers, and Stormwater Management. The permit application and rules are available for download on the RPBCWD website: htto://www.rr)bcwd.org/permits/. Please contact us with any questions. CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Kim T. Meuwissen, being first duly swom, on oath deposes that she is and was on July 7, 2016, 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 Site Plan Review for a 26,962 square foot building expansion for property zoned Industrial Office Park (IOP) — Planning Case 2016-18 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 of 2016. 6Totary Public 1 Kim 1. Meuwissen, Deputylerk JENNIFER ANN POTTER Notary Public -Minnesota my Corton+tbn SVka Jen 31.2020 Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, July 19, 2016 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Site Plan Review for a 26,962 square foot building expansion for Proposal: IDI. Property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Applicant: Eden Trace Corp. Property 8303 Audubon Rd. Location: A location map Is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 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/2016-18. If you wish to talk to someone about this project, please contact Robert Generous Questions & by email at bgenerous(olci.chanhassen.mn.us or by phone at Comments: 952-227-1131. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. NEWT Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.ci.chanhassen.mn.us/notifyme to sign up! Cay Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Welland Alteretlons, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feel of the subject site to be notified of Me 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 Manning Commission meeting, staff will give a verbal overvisw of the report and a recommendation. The Item will be opened for the public to speak about the proposal as a pari of the hearing process. The Commission will dose 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, lard use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/mdustrisl. • 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 Me 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(sl. • Because the Manning Commission holds the public hearing, the City Council does not. Mill are taken and any correspondence regarding the application will be Induced In the report to the City Council. If you wish to have something to be Included in the report, lease contact the Planning Stag person named on the notification. Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, July, 19, 2016 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Site Plan Review for a 26,962 square foot building expansion for Proposal: IDI. Property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Applicant: Eden Trace Corp. Property 8303 Audubon Rd. Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 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/2016-18. If you wish to talk to someone about this project, please contact Robert Generous Questions & by email at bgenerous(fti.chanhassen.mri or by phone at Comments: 952-227-1131. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. NEWI Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.ci.chanhassen.mn.us/notifyme to sign up! City Revlew 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 appllcatlon In witting. 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 time 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 commercullndustdal. • Minnesota State Statute 519.99 requires all applications to be processed withlo 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 Manning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokespersonlrepresentative 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 Manning Commission holds the public hearing, the City Council don 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, lease contact the Planning Staff person named on the notification. Taxpayer Name 1660 GROUP LLC Property Address 1660 LAKE DR W Property City -State -Zip CHANHASSEN, MN 55317-8583 B & C LAND COMPANY LLC 6017 RIDGEWOOD RD MOUND, MN 55364-8565 BRICK PROPERTIES GROUP LLC 8217 UPLAND CIR CHANHASSEN, MN 55317-9626 BRITTANY KNUDTSON 1440 HERON DR CHANHASSEN, MN 55317-8525 CHAD A SIMONSON 1450 HERON DR CHANHASSEN, MN 55317-8525 CHAN CONGR JEHOVAHS WITNESSES 2920 FAIRWAY DR CHASKA, MN 55318-3416 CHAN LAKES CONDOMINIUM LLC 8156 MALLORY CT CHANHASSEN, MN 55317-8586 CORE MPLS INDUST PORTF ETAL 1600 DAVE ST #450 NEWPORT BEACH, CA 92660-2447 DEMOSA LLC 1610 LAKE DR W CHANHASSEN, MN 55317-8583 EILEEN P JOSEPH 8480 IBIS Ci CHANHASSEN, MN 55317-8521 GARY F GOLL PO BOX 825 BRAINERD, MN 56401-0825 GREGORY DEAN DOEDEN 8480 SWAN Ci CHANHASSEN, MN 55317-8520 HARLEY E BERGREN 8104 HIGHWOOD DR #6108 BLOOMINGTON, MN 55438-1087 HFC REAL ESTATE CO LLC 5201 DOMINICK DR HOPKINS, MN 55343-8985 ISLAND MANAGEMENT LLC 7040 WILLOW CREEK RD EDEN PRAIRIE, MN 55344-3224 JOHN A & NATALIE M EIDEN 8461 BITTERN CT CHANHASSEN, MN 55317-8519 JOHN J & JODI S BUSH 17670 540TH AVE AUSTIN, MN 55912-5894 JOHNATHAN W & CONNIE A HERRING 1500 HERON DR CHANHASSEN, MN 55317-8526 LINDSEY M INGRAM 8460 IBIS CT CHANHASSEN, MN 55317-8521 MCROI LLC 1400 LAKE DR W CHANHASSEN, MN 55317-8518 MICRO LLP 1711 LAKE DR W CHANHASSEN, MN 55317-8580 MONK PROPERTIES LLC PO BOX 687 CHANHASSEN, MN 55317-0687 QUANTUM CONTROLS COMPANY 1691 LAKE DR W CHANHASSEN, MN 55317-8583 RETAIL TECH LLC 1501 PARK RD CHANHASSEN, MN 55317-9520 ROADRUNNER TRUCK REPAIR INC 1591 PARK RD CHANHASSEN, MN 55317-9594 ROGER & DEBORAH BENSON 8461 SWAN CT CHANHASSEN, MN 55317-8520 ROSS N & DEBRA A ANDERSON 1460 HERON DR CHANHASSEN, MN 55317-8525 RYAN M CAMERON REV TRUST U/A 235 ARUNDEL ST #6 SAINT PAUL, MN 55102-4514 RYAN M MOORE 8470 SWAN Ci CHANHASSEN, MN 55317-8520 STACEY M GROSS 8451 IBIS CT CHANHASSEN, MN 55317-8521 STEPHANIE LANTIGUA 9470 IBIS CT CHANHASSEN, MN 55317-1176 Taxpayer Name Taxpayer Address Taxpayer City -State -Zip THOMAS E HURLEY 8461 IBIS Ci CHANHASSEN, MN 55317-8521 VACLAV & MARIA MACEK 8450 BITTERN CT CHANHASSEN, MN 55317-8519 TRAVIS J FEDOR 8450 IBIS CT CHANHASSEN, MN 55317-8521 GMP PROPERTIES LLC 1401 PARK RD CHANHASSEN, MN 55317-8996 PARK AVENUE LOFTS LLC 5101ST AVE N # 600 MINNEAPOLIS, MN 55403-1623 8185 LLP 8821 SUNSET TRL CHANHASSEN, MN 55317-9137 HERAKLES LLC 8345 COMMERCE DR CHANHASSEN, MN 55317-8427 SARA BRANDENBURG HUTSON 8471 SWAN Ci CHANHASSEN, MN 55317-8520 RODERICK D ANNIS 8460 SWAN CT CHANHASSEN, MN 55317-8520 BRUCE R & DEBORAH B SMITH 8481 SWAN Ci CHANHASSEN, MN 55317-8520 DANIEL P & NORA L FLAHERTY 1470 HERON DR CHANHASSEN, MN 55317-8525 JOHN M & DEBRA D PLADSEN 1490 HERON DR CHANHASSEN, MN 55317-8526 CHRISTOPHER J HLAVKA 8460 BITTERN Ci CHANHASSEN, MN 55317-8519 GARY ALLEN LUND 8471 BITTERN CT CHANHASSEN, MN 55317-8519 ROBIN L WHITE 18451 BITTERN CT CHANHASSEN, MN 55317-8519 ISAAC M COURSOLLE STEVEN 1 FLATEN WD3 LLC EQUITABLE HOLDING CO LLC CHRISTOPHER N PENN TIMOTHY MAGNUSSON ROBERT MORTENSON RED ROCK TOYS LLC BENE PROM JOHN E GEISLER SPOUSAL ACCESS TRUST JAMES STILLER SWIFT COUNTY 153 PARTNERSHIP MARNEE D SHEPARD THURE R LARSON TRUST AGREEMENT BARRY LARSON BRODY INVESTMENTS LLC LINDSEY R SANOCKI JWS FAMILY LP JANET E HUGHES LONESTAR LEASING LLC RICHARD FLATEN RDC AUTOPLEX LLC SALVADOR LIVING TRUST & KKG LLC BLOSE LLC DAVID ALAN STOCKDALE AUTO MOTORPLEX ASSOCIATION J & R CHANHASSEN LLC TWIN CITIES & WESTERN RAILROAD 2100 WACIPI DR NW 1292516TH AVE S 2897 FOREST RDG 8303 AUDUBON RD 6498 SMITHTOWN RD 13980 EMERALD RDG 4275 TRILLIUM LN W 82 LAKE RILEY TRL PO BOX 705 3680 LANDINGS DR 449 2ND ST 7892 AUTUMN RIDGE AVE 111 SHASTA CIR W 11431 ENTREVAUX DR 4035 W 65TH ST APT 317 3615 ZIRCON LN N 1415 ST CLAIR AVE 12500 CREEK RD W 3500 ZENITH AVE N 2755 MARSH WAY 14629 HILLSHIRE LN 601 CARLSON PKY STE 1050 8182 TRILLIUM LN 17020 BEVERLY DR 3440 NORTHOME RD 7250 HAZELTINE RD PO BOX 7160 3209 GALLERIA #1804 2925 12TH ST E PRIOR LAKE, MN 55372-6000 BURNSVILLE, MN 55337-3736 CHASKA, MN 55318-1112 CHANHASSEN, MN 55317-9494 EXCELSIOR, MN 55331-8211 MINNETONKA, MN 55305-2267 MINNETRISTA, MN 55364-7711 CHANHASSEN, MN 55317-4541 SHAKOPEE, MN 55379-0705 EXCELSIOR, MN 55331-9709 EXCELSIOR, MN 55331-1984 CHANHASSEN, MN 55317-8447 CHANHASSEN, MN 55317-9470 EDEN PRAIRIE, MN 55347-2864 MINNEAPOLIS, MN 55435-1752 PLYMOUTH, MN 55446-2878 SAINT PAUL, MN 55105-2338 MINNETONKA, MN 55305-3976 ROBBINSDALE, MN 55422-2349 WAYZATA, MN 55391-2563 BURNSVILLE, MN 55306-6922 MINNETONKA, MN 55305-5219 VICTORIA, MN 55386-9784 EDEN PRAIRIE, MN 55347-3812 WAYZATA, MN 55391-3018 EXCELSIOR, MN 55331-8035 FARGO, ND 58106-7160 EDINA, MN 55435-2558 GLENCOE, MN 55336-3368 Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, July, 19, 2016 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. Site Plan Review for a 26,962 square foot building expansion for Proposal: IDI. Property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. A licant: Eden Trace Corp. Property 8303 Audubon Rd. Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 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/2016-18. If you wish to talk to someone about this project, please contact Robert Generous Questions & by email at baenerous 5ci.chanhassen.ril or by phone at 952-227-1131. 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. NEWI Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.ci.chanhasson.mn.us/notifyme to sign up! 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 Me subject application that incudes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview M the report and a recommendation. The item will be opened for the public to speak about the proposal as a pad oil hearing process. The Commission will dose the public hearing and discuss Me item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly Me Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of Me City Council except rezonings and land use amendments from residential to commercialbndusti ial. • Minnesota State Statute 519.99 requires all applications to be processed within Bo days unless the applicant waives this standard. Some applications due to their compioxity may take several months to complete. My person wishing to follow an item through Me process should check with the Planning Department regarding Its status and scheduling for Me City Council meeting. • A neighborhood spokespersoNrepresertetive is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Ste is ileo 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 repprt to the City Council. If you wish to have something to ba mdudia m the report, lease contact the Plannin Staff Person named on Me notification. This map is neither a legally recorded map nor a surrey and is not intended to be us as one. This map is a compilation of records, information and data located in various cit county, state and federal offices and other sources regarding the area shown, and is h be used for reference purposes only. The City does not Warrant that the Geographic Information System (GIS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, backing or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors or discrepancies are found please contact 952- 227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnify, and hold harmless the City from any and all claims brought by User, its emij2loyees or agents, or third parties which anise out of the users access or usxoEtf� j 'rt5J S i'3tY=:tib .l_iiJ �. CITY OF CHANHASSEN J PjiS PQST£. <'Z.�J PITNEY BOWES i • t 02 IP $ 000.465 0003195036 JUL 07 2018. t' b1AILED FROM ZIP CODE 5531 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota www.ci.chanha -1` �g3 t6 SSU RP°jt0 p C J q? 01 \ N 553 `\"`\`��� 1,L f 1 6 ea©? I SEN�P�ROrSS�o 0? �; 3 ST . 011...�\\\ CHAN LAKES CONDOMINIUM LLC 8156 MALLORY CT CHANHASSEN, MN 55317-8586 Illlhifnl,I„nrlll I,.1111I. 11,1111111rm011-1),11111,11 f Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, July 19, 2016 at 7:00 p.m. This hearing may not start until later in the evening, depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Site Plan Review for a 26,962 square foot building expansion for Proposal: IDI. Property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Applicant: Eden Trace Corp. Property 8303 Audubon Rd. Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 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/2016-18. If you wish to talk to someone about this project, please contact Robert Generous Questions & by email at boenerous(cDci.chanhassen.mn.us or by phone at Comments: 952-227-1131. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. NEW! Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.ci.chanhassen.mn.us/notifyme to sign up! City Review Procedure: • Subdivisions, Plarued Unit Devebpmems. Site Plan Reviews, Conditional and Interim Uses, Welland Atlerations Re idni gs. Comprehensive Plan Amendments and Code Amendments require a Public hearing before Me Planning Commission. City ordinances require all p party whin 500 feet of the subject site to W notified m the application in writing. Any interested party is Invlted to attend the meeting. • Staff prepares a report on Ce subjectapplication that includes all peNnrvrt iMomation and a recommendation. These repots are available by request. At the Planning Commission meeting, staff will give a verbal avem. M the report and a recommendation. The item will be opened fo Ne public to speak about the proposal as a part of the hearing process. The Commission will dose 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. Remnings, land use and code amendments take a simple majority vote at Me City Council except razonings and land use amendments from residential to comm ircialiInduslrial. • Minnesota State StaMa 519 W requires all applications to be processed within 60 days unless Me 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 shoukt Mede with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighDooiood spokespe rwmwmabve is enmuragW to provide a mntea for the coy. Oeen developers are encourege0 to meet wM, Me nengMonood regarding Meir 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 arta any comespondance rega ing Me application will be included in the report Io g City Council. X you wish a have something to be induded in Me report, _ please contact Me Planning Staff person named on the_nobfica5on. This map is neither a legally recorded map not a survey and is not intended to be as one. This map is a compilation of records, information and data located in various city, county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does not warrant that the Geographic Information System (GIS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, tracking or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors or discrepancies are found please contact 952- 227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnity, and hold harmless the City from any and all claims brought I4y sgr, t"y�pyyy}�pyee� 9r agents, or third parties which arise out of the user's aq ,&—"— ys� .� C7-'-el�iirc is CITY OF CHANHASSEN 7700 Market BoulevarH P.O. Box I"'N"E 1 553 TO RE�yAl ERP -''SO NbT DE�NP.g4� J 553 \\\��\�"\\\\\V r� ►rrMev r.owas 021 P $ 06,0"0 0003195036 JUL 072016 MAILED FROM ZIP CODE 55317 1610®p1107116 SEN Pop' SSEU a3 PS WPRD 1-07- ROR 03g17VitV , /ve MONK PROPERTIES LLC PO BOX 687 CHANHASSEN, MN 55317-0687 I,nrlPhhull111I)rinllr1411m„Illlur11111�r11�111)Irinl Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, July, 19, 2016 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. Site Plan Review for a 26,962 square foot building expansion for Proposal: IDI. Property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Applicant: Eden Trace Corp. Property 8303 Audubon Rd. Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 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/2016-18. If you wish to talk to someone about this project, please contact Robert Generous Questions & by email at byenerous(a)ci.chanhassen.mn.us or by phone at Comments: 952-227-1131. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. NEWT Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.ci.chanhassen.mn.us/notifyme to sign up! City Review Procedure: • Sulxlivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Insenm Uses, Wete rw Auarabons, Rezonings, Comprehensive Plan Amendments and Code Amendments require a pudic hearing before the Planning Commission. City ordinances require all property within 500 feet of the subleto ads to be notified of Me application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application Nat moudes all pertinent information and a recommendation. Theo reports are available by request At the Planning Commission meeting, staff volt give a verbal overwew d the report and a recommendation. The item will be openetl fa the pudic to speak about the proposal as a part of the hearing process. The Commission will dose the Public hearing and discuss the item and make a recommendation to the City Cantil. The City Counal 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 Counal except rezonings and land use amendments from residential to commmialtindustriat. • 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 Me Planning Department regarding Its status and sateduting for the City Counal meell • A neighborlaod spokesperso (representative Is encouraged to Provide a cavact for the city Often developers are encouraged to meet wI Ne neighbortwad regaNing d it proposal. Stan Is also available to review the propct wth any Interested pason(s). • Because the Planning Commission holds the public hearing, the City Counal does rat. Minutes are taken and any comespondii regarding the application will tis inUuded In the report to the City Courant. M you wish to have eanething to W inaudetl In the report, lease contact the Planning Staff Person named on the notification. This map is neither a legally recorded map nor a survey and is not intended to be used as one. This map is a compilation of records, information and data located in various city, county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does not warrant that the Geographic Information System (GIS) Data used to prepare this map are error free, and the City I' CITY OF CHANHASSEN PtFs P0.rr2. i�� � PITM[Y BOWEB 021 P $ 000.465 0003195036 JUL 072016 MAILED FROM ZIP CODE 55317 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 www.cl.chanhassen.mn. us I& -I4' DAVID ALAN STOCKDALE not represent that the GIS Data can be used for navigational, tracking or any r 5 5 3 NP E 1 61510007/07/16 purpose requiring exacting measurement of distance or direction or precision in F OF W A R D T I M E E 'w F rt Tit TO SEND depiction of geographic features. If errors or discrepancies are found please contact 5 T Q C K D AL E DAVID A 2271107. The preceding disclaimer is provided pursuant to Minnesota Statutes §461 7219 G A L P I N BLVD Subd. 21 (2000), and the user of this map acknowledges that the City shall not be I EXCEL 5 I O R M N 55331-8058 for any damages, and expressly waives all claims, and agrees to defend, indemnity, hold harmless the City from any and all claims brought by User, its employees or age RETURN TO SENDER or third parties which arise out of the user's access or u,,, if jot? 8rtmigel.q, IIItI(t�rlrt�trtlttlltllrllr lrrtltllrlltl11111IIIIrll1'lll l�tllll 5c,331:f�Elrt35 RCS r' 1 CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 2016-18 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, July 19, 2016 -at7p.m.inthe Council Chambers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is for a Site Plan Review for a 26,962 square foot building expansion for property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Applicant: Eden Trace Corp. Owner. Equitable Holding Co. LLC. A plan showing the location of the proposal is available for public review on the City's web site at www.ci.chanhassen. mn.us/2016-18 or at City Hall during regular business hours. All mterestedpersons are invited to attend this public hearing and express their opinions with respect to this proposal. Robert Generous, ACIS Email: bgenerous@ ci.chanhassen.mmus Phone: 962.227-1131 (Published in the Chanhassen Villager on Thursday, July 7, 2016' No 4303) Affidavit of Publication Southwest Newspapers State of Minnesota) )SS. County of Carver ) Laurie A. Hartmann, being duly sworn, on oath says that she is the publisher or the authorized agent of the publisher of the newspapers known as the Chaska Herald and the Chanhassen Vil- lager and has full knowledge of the facts herein stated as follows: (A) These newspapers have complied with the requirements constituting qualification as a legal newspaper, as provided by Minnesota Statute 331 A.02, 331 A.07, and other applicable laws, as amended. (B) The printed public notice that is attached to this Affidavit and identified as No. was published on the date or dates and in the newspaper stated in the attached Notice and sar Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both inclusive, and is hereby acknowledged as being the kind and size of type used in the composition and publication of the Notice: abcdefgh;,jkhnnopgrs�91\ T� By Laurie A. Hartmann Subscribed and sworn before me on this -7f11 day of )16 J`!MME JEANNETTE BARK NO'PR!PUBUC-M'NHESOTA �� A(Y�NMSSIONf.XP,RESOtf31I18 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 CHANHASSEN PLANNING COMMISSION REGULAR MEETING JULY 19, 2016 Chairman Aller called the meeting to order at 7:00 p.m. MEMBERS PRESENT: Andrew Aller, Mark Undestad, John Tietz, Maryam Yusuf, Nancy Madsen, Steve Weick, and Mark Randall ccs -T STAFF PRESENT: Kate Aanenson, Community Development Director; Bob Generous, Senior Planner; MacKenzie Walters, Planner; and Alyson Fauske, Assistant City Engineer PUBLIC PRESENT: Gina Sauer Lance Nevala 2244 Lake Lucy Road 6719 Brenden Court PUBLIC HEARING: IDI EXPANSION: SITE PLAN REVIEW FOR A 26,962 SOUARE FOOT BUILDING EXPANSION FOR PROPERTY ZONED INDUSTRIAL OFFICE PARK (IOP) LOCATED AT 8303 AUDUBON ROAD. APPLICANT: EDEN TRACE CORP. OWNER: EOUITABLE HOLDING CO. LLC. Mark Undestad excused himself from this item due to a conflict of interest. Aller: If we could have the staff report on that item please. Generous: Thank you Chairman Aller, commissioners. Planning Case 2016-18 is a site plan review for IDI Distribution building expansion. The applicant is Eden Trace Corporation and the owner is Equitable Holding Company LLC. It's for a 26,962 square foot footprint expansion. There's actually a second floor portion of the building that's office that's another 8,555 square feet. Property is located at 8303 Audubon Road. It's on the east side of Audubon just south of the bridge over the railroad. Twin Cities and Western Railroad tracks. The initial first phase of this development was building the south half of the property. When that came in 2008 they platted. Had a two lot subdivision. They final platted the southerly lot and outlotted the northerly lot. As part of their expansion the building is proposed to extend across the existing property line. When this item goes to council there will be final plat approval as well as a public hearing to vacate the easement that runs along the common property line so as part of this review however you don't have to go into that. That's a public hearing at City Council. The area, the property is zoned industrial office park and the area is guided for office industrial development. It's surrounded on all 4 sides by other office industrial developments. Either office warehouses, office or to the northwest we have the Auto Motorplex facility which is a big storage facility. The proposed expansion would continue the existing architectural detailing of the building. It -3CAN EC, Chanhassen Planning Collission — July 19, 2016 • will have exposed aggregate as the primary material with a reddish color and then a buff color included in it. On the north end they're including an additional entranceway which will have a smaller canopy area that mimics the main entry which is on the west side of the building. Access to the property is from Audubon which is a collector road in the City's classification system so it's designed for carrying more and heavier traffic. Again the expansion of the building would extend across the property line. It's about 126 by 215 foot expansion on the building. Additionally they will be expanding the parking area to the north and they're showing a future proof of parking because currently they don't use the parking that they have and with the expansion they don't believe they'll be using most of that either so city ordinance permits that. If a problem arises in the future we can compel the owner to put that improvement in place. As part of this project they will be putting in an infiltration facility for storm water purposes on the northern property line. Northern portion of the property adjacent to the wetland to the northeast. Should the future proof of parking be required they will, we're requiring at this time that they provide a concept plan for how they will address that but we're not having them engineer it right now so we believe it will be one of those systems that we've seen in other commercial developments where there will be some type of underground cistern system that's developed for that but prior to the City issuing any building permits on that we'd want to see what their intentions would be for that. There will be not a whole lot of grading on the site because it was preliminarily graded before. They're currently taking out some of the mounds of dirt that were on the site under a separate administrative grading permit but the majority of the grading will occur with the site plan. They are providing landscaping for the expansion area of the parking lot. It complies with city ordinance. Staff is recommending approval of the site plan for the expansion of the building subject to the conditions that we've outlined in the staff report and adoption of the Findings of Fact and Recommendation. With that I'd be happy to answer any questions. Aller: Questions at this time from any of the commissioners? Commissioner Tietz. Tietz: Bob who determines when proof of parking is required? Generous: Well ultimately it would be the Community Development Director but if we see any issues about overflow parking or parking being inadequate on the site then we will notify the property owner. Tietz: So that's monitored by staff or? Generous: Yeah, by the city staff. Tietz: Or by tenants who complain that they can't find places to park. Generous: Well it's like anything, the tenants can complain. We would investigate and if we concur we would notify the property owner that they do need to make that improvement. 2 Chanhassen Planning Commission — July 19, 2016 • Aanenson: Chair if I could also add on that. Aller: Please. Aanenson: The other issue would be if there's a change in use. Let's say in 10-15 years. A use that had a bigger demand so we wanted just to say that put in the development contract if there was a change then it'd probably have to be an underground system to get the parking in there so we want to make sure that we provided for a higher use in the site by showing that it can be provided with the existing parking. With removal of the pond and putting parking in and an underground system because we always have to plan for the future. Someone, a different use could come in there. Tietz: Okay does that carry with the sale of property then? Aanenson: Correct, yep. Tietz: So it's a permanent requirement. Aanenson: It stays with the property. The development contract stays with the property and Alyson Fauske could talk to this. Typically if someone wants to get out of a development contract they'd have to show that it meets the term. This would be one if someone wanted to refinance it, this isn't something we'd let go because this would stay with the building because right now the use that's in there doesn't need that much parking which we have other similar situations like that where we don't want to over park but we also want to make sure if someone did want to use it to a different level that we could accommodate it. Tietz: Thanks. Aller: Commissioner Madsen. Madsen: Bob I have a question about the previous site plan that was approved for a 55,200 square foot and then an expansion of the 16,272. So this expansion is quite a bit different. Is that accomplished by including that outlot or what's the criteria? Generous: That's exactly why they need to combine the two lots because they're going a little bit bigger. Administratively we can approve up to 10 percent increase above what was approved so we could have done about 18,000 square foot expansion but since this is 26,000 footprint we had to bring it back through the public hearing process. Madsen: Okay, thank you. Aller: Any other questions at this time? Seeing none if the applicant wants to make a presentation they can do so at this time. Seeing no one come forward I'll open up the public Chanhassen Planning Commission — July 19, 2016 • hearing. Does anyone wish to come forward at this time to speak either for or against the item? Seeing no one come forward I will close the public hearing and open it up for commissioner comments and discussion. Weick: Seems like a good, it fits pretty well and I'm encouraged that businesses are growing. Own a piece of property that can accept that growth seems pretty comfortably so. Big thumbs up. Aller: I think it looks like a good project. The building itself is well articulated and it fits the scheme. The protection is there for future growth which is great and hopefully we'll see something and for this type of project we're limited to whether or not because we're only dealing with preliminary site plan, whether or not it fits the requirements and I think it fits the requirements so I think this is an easy call. Any additional comments? Hearing none I'll entertain a motion. If someone would like to make a motion. Madsen: I'll make a motion. Aller: Commissioner Madsen. Madsen: The Chanhassen Planning Commission recommends approval of the Site Plan for the expansion of IDI Distribution Building, plans prepared by Houwman Architects dated June 6, 2016 and Sambatek dated July 1, 2016, subject to the conditions of the staff report and adopts the Findings of Fact and Recommendation. Aller: I have a motion. Do I have a second? Yusuf Second. Aller. Thank you Commissioner Yusuf seconds. We have a motion and a second. Any further discussion? Madsen moved, Yusuf seconded that the Chanhassen Planning Commission recommends approval of the Site Plan for the expansion of IDI Distribution Building, plans prepared by Houwman Architects dated June 6, 2016 and Sambatek dated July 1, 2016, subject to the following conditions and adopts the Findings of Fact and Recommendation: Building Official 1. The building is required to have automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Soil evaluation (geo-technical) report required. 4 Chanhassen Planning Commission — July 19, 2016 • 4. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 5. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 6. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering 1. Outlot A must be platted as a lot and combined with Lot 1, Block 1 prior to recording the site plan agreement. 2. The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. 3. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. 4. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. 5. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. 6. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. 7. The applicant must submit a soils report to the city prior to recording the site plan agreement. 8. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. 9. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. 10. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. 11. The applicant must submit a SWPPP and erosion control plan per City Code §19-145 for staff review prior to recording the site plan agreement. 12. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. Chanhassen Planning Co•ssion — July 19, 2016 • 13. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. 14. The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 900 parking spaces or to use angled parking prior to a notice to proceed. 15. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. 16. Water main to be installed for this project shall be privately owned and maintained during and after construction. 17. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. 18. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. 19. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. 20. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources 1. All existing trees to the north and west of the parking lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. Planning 1. The applicant shall enter into a site plan agreement and provide the necessary securities required by it. 2. Dumpsters, if placed outside, shall be properly screened. Water Resources 1. The applicant shall apply for and receive a General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. N Chanhassen Planning Co • ssion — July 19, 2016 • 2. The applicant must demonstrate that they can achieve the 90% TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building permit. 3. The applicant must provide the water quality modeling, in both a summary and the actual electronic model used to the city for review and approval prior to issuance of the building permit. 4. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. 5. The infiltration basin must be placed within a drainage and utility easement. 6. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit. 7. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. 8. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. 9. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. 10. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. 11. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. 12. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. All voted in favor and the motion carried unanimously with a vote of 6 to 0. Aller: Again if you want to follow this item to it's final action or for further action, there will be a public hearing again at the City Council meeting on July 25, 2016. And we turn to item 2 on the agenda. 7 Chanhassen City Council —7uly 25, 2016 Mr. Busch, Aaron Busch is not here tonight. He is also, lives on Marsh Drive and was recently hired full time with the street maintenance of Chanhassen so maybe Charlie Burke has got him out working tonight so. With that is our 5 new recruits. Real happy to have them and very proud to have them here with us so. Mayor Laufenburger: Thank you Chief. We're pleased to have all of you and I can attest to one thing that they all know how to throw a pitch. Yeah. Nice to have you onboard. We wish you the best of luck in your continued training and I know the citizens of Chanhassen will be very pleased when they encounter you helping to keep them safe so Michael, Jake, Dania] and Angelo, nice to have you onboard. Thanks Chief. Chief Don Johnson: Thank you. IDI EXPANSION — 8303 AUDUBON ROAD: A. VACATION OF DRAINAGE AND UTILITY EASEMENT BETWEEN OUTLOT A AND LOT 1. BLOCK 1. AUDUBON CORPORATE CENTER 16T ADDITION. B. FINAL PLAT APPROVAL FOR AUDUBON CORPORATE 2"n ADDITION (OUTLOT A. AUDUBON CORPORATE CENTER 1sT ADDITION). C. SITE PLAN APPROVAL FOR A 26.962 SQUARE FOOT BUILDING EXPANSION ON PROPERTY ZONED INDUSTRIAL OFFICE PARK (1OP). APPLICANT: EDEN TRACE CORPORATION. OWNER: EOUITABLE HOLDING CO. LLC. Mayor Laufenburger: Do we have a staff report tonight? Kate Aanenson: Yes Mayor, members of the City Council. This action, this item actually includes 3 actions. One is for a final plat, site plan approval and vacation of the utility easement which will require a public hearing and when we get to that I'll ask that you open the public hearing. Mayor Laufenburger: Okay. Kate Aanenson: The applicant is Eden Trace Corporation for IDI Distribution and this did appear before the Planning Commission on July 19' and they recommended 6-0 to approve. So the location is on Audubon Road and this building was actually approved through the City Council in 2008 and it was 58,900 square feet. Two story building office and warehouse so the proposal is for an additional 26,962 square feet. Again office and warehouse. You can see on the project that this is the Lot 1 and this is the lot that's being proposed for the addition. The lot immediately to the north which is in an oudot so it needs to get final plat approval. So the proposed architecture will be consistent with the building already has. It's a very nice articulated Chanhassen City CounciAtly 25, 2016 • building with Fabcon exposed aggregate panels so it'd be the same and then also some relief architecture and the red rock panels and some veneer and then the seam siding. The green seam siding on it. So the building expansion to the north. This is the lot to the north would include the parking lot and the storm water. What's required with the project itself is proof of parking so what the City requires is that they demonstrate what they use for parking. They are not using what the full complement of parking that would be required so in this project we also said they don't have to have as much parking. But they also have to demonstrate to us that if they did need it that they could fit it on the site. The thing with this proposed project would be that if they were to put it on where it needs to go in this area, they'd have to do underground containment system because as it's being proposed right now they're actually putting the storm water where the additional parking would be so there is a condition in the staff report that states that they just show us prior to recording that they can show us that they have a plan that would meet with those requirements. So we're comfortable with the reduction in the parking as by ordinance we can do the reduction through proof of parking and that's how the business operates today so the storm water will go away and be placed underground if needed in the future and that would be on the approval. Now the way this building is operated it meets the requirements but if this use was to go away and somebody else went in the building and had needs for additional parking, that would trigger the change. The landscaping plan does meet city ordinance so that's consistent. So the drainage and utility easement, this is where the vacation comes in so this right here is on the property line would be the utility that's being vacated. The building itself, again we don't want to go over the property line so this section is being vacated. The other easements are in place or on the perimeter of the site will be added as a part of the plat. And then the final would be the final plat. So again this is an outlot so it's being combined with the lot to the south so it'd all be Lot 1, Block 1 so taking it from an outlot status to final plat status so that would be the 3 motions. There's actually 2 pages of motions but at this point we are recommending approval of the 3 actions but at this time Mayor I would recommend that you open a public hearing on the vacation of the utilities. Mayor Laufenburger. Alright thank you Kate. In just a moment I'll do that. Before we do that, are there any general questions of council of staff at this time? Okay at this time I will open a public hearing and this is a public hearing specifically related to the vacating of drainage and utility easements between Outlot A and Lot 1, Block 1, Audubon Corporate Center. Is there anybody that would like to speak at this time? Either for or against that vacation of the drainage and utility easements. Ahight there being none I will now close the public hearing. Bring it back to council. Kate is there anything else that you wanted to tell us about at this time? Kate Aanenson: No. Mayor Laufenburger: Okay, is the applicant present? Would the applicant like to make any comments or statements? Was that loud enough to be heard or did he just shake his head? I think we'd better hear from him. I have some serious questions. State your name and address for the record please. 7 0 0 Chanhassen City Council — July 25, 2016 Mark Undestad: Mark Undestad, 8821 Sunset Trail, Chanhassen. Mayor Laufenburger: Okay. Mark Undestad: Representing Eden Trace in the IDI expansion and really nothing to add. If you have any questions I'd be happy to answer them. Mayor Laufenburger: Thank you Mr. Undestad. May I call you Mark? Mark Undestad: Yes. Mayor Laufenburger: Mark IDI must be doing pretty well. Mark Undestad: They are. Mayor Laufenburger: And is this expansion also going to mean more jobs or is it just more activity there? Mark Undestad: No they'll be adding employees onto this facility as well. Mayor Laufenburger: I had heard that they may do some ground breaking ceremonies of some sort. Have you heard anything about that? Mark Undestad: They would like to set something up with the Mayor if they could, yeah. Mayor Laufenburger: Sure, well if the Mayor's in town you know that he loves to dig holes right. Mark Undestad: Yeah. Mayor Laufenburger: I do have a serious questions. Ms. Aanenson has identified that right now the Outlot A will be occupied by a storm pond, is that correct? Mark Undestad: Yeah. Mayor Laufenburger: What are the identifiable conditions that we know additional parking will be needed? Mark Undestad: Right now even the parking that we're putting in is more than what. Mayor Laufenburger: More than needed. Chanhassen City Council • ly 25, 2016 • Mark Undestad: Yeah. I mean 30 stalls more than what they need for their employment as they add on as well and we have looked into what it will take to do an underground storm system in there in the event that we sell the building or do something down the road so. Mayor Laufenburger: Okay. Kate Aanenson: That's really the intent. If the building was to sell then we wouldn't want a building that nobody could use to maximize it and it just so happens that this user doesn't need that much parking but we want to plan for tomorrow if they need that. Mayor Laufenburger: Sure. Sure. So the plan is if more parking is needed you would just put a, you would make arrangements so that storm pond which is now exposed would essentially be part of the underground and it would handle the first, what is it? Inch and a half or inch and a quarter of rainfall, is that correct? Mark Undestad: Yeah. Mayor Laufenburger: Alright. Well thank you Mark. Mark Undestad: Okay. Mayor Laufenburger: Pleased to see development happening in Chanhassen. Thank you very much. Mark Undestad: Thank you. Councilman McDonald: Before Mr. Undestad goes I have a question. What exactly does IDI do? Mark Undestad: IDI, Insulation Distribution Company. So the history there they, the owner worked for Owens Corning and started what really I'd say what nobody wanted. The little small home builders. The onesies twosies and they said why don't you handle these guys and he grew that business into what it is today. He's got a number of buildings across the US now so this is the corporate headquarters but he does have I think 8 or 9 other facilities now. Mayor Laufenburger: How many employees there Mark, do you know? Mark Undestad: At this facility right now I think he has 41-42, something like that. Mayor Laufenburger: Cool. Councilman McDonald: Well it's always good to have another corporate headquarters in Chanhassen. 0 0 Chanhassen City Council — July 25, 2016 Mayor Laufenburger: Add him to the tombstone right? Councilman McDonald: Yep. Thank you. Mayor Laufenburger: Anything else for Mr. Undestad? Thank you Mark. Mark Undestad: Okay thank you. Mayor Laufenburger: Let's bring this back to council. Any questions or comments from council or a motion? Councilwoman Tjornbom: I'll make a motion Mr. Mayor. Mayor Laufenburger: Councilwoman Tjornhom yes. Kate Aanenson: I just want to warn you it's 2 pages so I'll flip. Councilwoman Tjornhom: You're going to flip it okay. Kate Aanenson: Yes. Councilwoman Tjornhom: Okay. Council you ready? I'd like to make the motion that the City Council approves the site plan for the expansion of IDI Distribution building, plans prepared by Houwman Architects dated June 6, 2016 and Sambatek dated July 1, 2016 subject to the conditions of the staff report and adopts the Findings of Fact. And a resolution approving the final plat for Audubon Corporate Center 2d Addition subject to the conditions of the staff report and a resolution approving the vacation of a portion of the public drainage and utility easement dedicated with the Audubon Corporate Center 1" Addition plat as described in Exhibit A according to the recorded plat thereof. Mayor Laufenburger: Very well. We have a valid motion. Is there a second? Councilman Campion: Second. Mayor Laufenburger: Thank you Mr. Campion. So just a summary as we're taking 3 actions. We're vacating a drainage utility easement. We're approving a final plat and we're also approving a site plan so is there any further discussion? Resolution #2016-52: Councilwoman Tjornhom moved, Councilman Campion seconded that the City Council adopts a resolution approving the vacation of a portion of the public drainage and utility easement dedicated with the Audubon Corporate Center 1' Addition 10 Chanhassen City Council July 25, 2016 • plat as described in Exhibit A according to the recorded plat thereof. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Resolution #2016-53: Councilwoman Tjornhom moved, Councilman Campion seconded that the City Council approves the resolution approving the final plat for Audubon Corporate Center 2°d Addition subject to the following conditions: 1. Exiting city boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. A wetland buffer 20 feet in width and a 30 foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 50 percent of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be moved out of this 15 foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. This condition has been met. 4. This condition has been met. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $23,500.69 due with the final plat. 6. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g. Minnesota Pollution Control Agency, Minnesota Department of Natural Resources for dewatering) and comply with their conditions of approval. 7. Park fees in the amount of $33,125 shall be paid prior to recording the final plat. 8. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 9. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. 10. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevation should be added to the retaining wall. 11 Chanhassen City Council • ly 25, 2016 • 11. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 12. Sanitary sewer and watermain hookup fees will be required at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. 13. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416. 14. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Councilwoman Tjornhom moved, Councilman Campion seconded that the City Council approves the site plan for the expansion of HH Distribution Building, plans prepared by Houwman Architects, dated June 6, 2016, and Sambatek, dated July 1, 2016, subject to the following conditions and adopts the findings of fact and recommendation: Building Official 1. The building is required to have automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Soil evaluation (geo-technical) report required. 4. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 6. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering 1. Outlot A must be platted as a lot and combined with Lot 1, Block 1 prior to recording the site plan agreement. 12 Chanhassen City Councilquly 25, 2016 • 2. The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. 3. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. 4. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. 5. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb lime will tie-in to the existing curb. 6. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. 7. The applicant must submit a soils report to the city prior to recording the site plan agreement. 8. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. 9. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. 10. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. 11. The applicant must submit a SWPPP and erosion control plan per City Code § 19-145 for staff review prior to recording the site plan agreement. 12. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. 13. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. 14. The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 90° parking spaces or to use angled parking prior to a notice to proceed. 15. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. 16. Water main to be installed for this project shall be privately owned and maintained during and after construction. 13 Chanhassen City Council July 25, 2016 • 17. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. 18. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. 19. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. 20. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources All existing trees to the north and west of the parking lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. Planning 1. The applicant shall enter into a site plan agreement and provide the necessary securities required by it. 2. Dumpsters, if placed outside, shall be properly screened. Water Resources The applicant shall apply for and receive a General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. The applicant must demonstrate that they can achieve the 90% TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building permit. 3. The applicant must provide the water quality modeling, in both a summary and the actual electronic model used to the city for review and approval prior to issuance of the building permit. 4. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. 5. The infiltration basin must be placed within a drainage and utility easement. 14 Chanhassen City Council 7uly 25, 2016 • 6. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit. 7. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. 8. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. 9. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. 10. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. 11. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. 12. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Mayor Laufenburger: Thank you Mr. Undestad. Our best to IDI and thank you Kate. APPROVAL TO RECRUIT MEMBERS FOR PARK MASTER PLAN ADVISORY COMMITTEE: AND APPOINTMENT OF CITY COUNCIL MEMBER TO THE COMMITTEE. Mayor Laufenburger: Staff report Mr. Hoffman. Todd Hoffman: Thank you Mayor, members of the City Council. Really excited to get started on the park master plan and part of that will be an advisory committee that will meet 8 times, plus or minus over 14 months that this project's underway. You can see we have a variety of representatives identified. We would like to have the City Council approve or modify that as you see fit. There are 14 members that we are recommending consisting of council, city commissions, community groups, schools and the county so that's the group that we're taking a look at. Those recommendations can come from City Council for members. I will also be requesting that our Park and Recreation Commission invest a good amount of time in identifying these people. Then those selected individuals would be brought back to you in August for final approval as a member of the advisory committee for the park master plan. And then this evening 15 Chanhassen City Council — July 25, 2016 I Mr. Busch, Aaron Busch is not here tonight. He is also, lives on Marsh Drive and was recently hired full time with the street maintenance of Chanhassen so maybe Charlie Burke has got him out working tonight so. With that is our 5 new recruits. Real happy to have them and very proud to have them here with us so. Mayor Laufenburger: Thank you Chief. We're pleased to have all of you and I can attest to one thing that they all know how to throw a pitch. Yeah. Nice to have you onboard. We wish you the best of luck in your continued training and I know the citizens of Chanhassen will be very pleased when they encounter you helping to keep them safe so Michael, Jake, Danial and Angelo, nice to have you onboard. Thanks Chief. Chief Don Johnson: Thank you. IDI EXPANSION — 8303 AUDUBON ROAD: A. VACATION OF DRAINAGE AND UTILITY EASEMENT BETWEEN OUTLOT A AND LOT 1, BLOCK 1. AUDUBON CORPORATE CENTER IST ADDITION. B. FINAL PLAT APPROVAL FOR AUDUBON CORPORATE 2"D ADDITION (OUTLOT A. AUDUBON CORPORATE CENTER 1sT ADDITION). C. SITE PLAN APPROVAL FOR A 26.962 SQUARE FOOT BUILDING EXPANSION ON PROPERTY ZONED INDUSTRIAL OFFICE PARK ROP). APPLICANT: EDEN TRACE CORPORATION. OWNER: EOUITABLE HOLDING CO. LLC. Mayor Laufenburger: Do we have a staff report tonight? Kate Aanenson: Yes Mayor, members of the City Council. This action, this item actually includes 3 actions. One is for a final plat, site plan approval and vacation of the utility easement which will require a public hearing and when we get to that I'll ask that you open the public hearing. Mayor Laufenburger: Okay. Kate Aanenson: The applicant is Eden Trace Corporation for IDI Distribution and this did appear before the Planning Commission on July 19'h and they recommended 6-0 to approve. So the location is on Audubon Road and this building was actually approved through the City Council in 2008 and it was 58,900 square feet. Two story building office and warehouse so the proposal is for an additional 26,962 square feet. Again office and warehouse. You can see on the project that this is the Lot 1 and this is the lot that's being proposed for the addition. The lot immediately to the north which is in an outlot so it needs to get final plat approval. So the proposed architecture will be consistent with the building already has. It's a very nice articulated 0 Chanhassen City Council — July 25, 2016 building with Fabcon exposed aggregate panels so it'd be the same and then also some relief architecture and the red rock panels and some veneer and then the seam siding. The green seam siding on it. So the building expansion to the north. This is the lot to the north would include the parking lot and the storm water. What's required with the project itself is proof of parking so what the City requires is that they demonstrate what they use for parking. They are not using what the full complement of parking that would be required so in this project we also said they don't have to have as much parking. But they also have to demonstrate to us that if they did need it that they could fit it on the site. The thing with this proposed project would be that if they were to put it on where it needs to go in this area, they'd have to do underground containment system because as it's being proposed right now they're actually putting the storm water where the additional parking would be so there is a condition in the staff report that states that they just show us prior to recording that they can show us that they have a plan that would meet with those requirements. So we're comfortable with the reduction in the parking as by ordinance we can do the reduction through proof of parking and that's how the business operates today so the storm water will go away and be placed underground if needed in the future and that would be on the approval. Now the way this building is operated it meets the requirements but if this use was to go away and somebody else went in the building and had needs for additional parking, that would trigger the change. The landscaping plan does meet city ordinance so that's consistent. So the drainage and utility easement, this is where the vacation comes in so this right here is on the property line would be the utility that's being vacated. The building itself, again we don't want to go over the property line so this section is being vacated. The other easements are in place or on the perimeter of the site will be added as a part of the plat. And then the final would be the final plat. So again this is an outlot so it's being combined with the lot to the south so it'd all be Lot 1, Block 1 so taking it from an outlot status to final plat status so that would be the 3 motions. There's actually 2 pages of motions but at this point we are recommending approval of the 3 actions but at this time Mayor I would recommend that you open a public hearing on the vacation of the utilities. Mayor Laufenburger: Alright thank you Kate. In just a moment I'll do that. Before we do that, are there any general questions of council of staff at this time? Okay at this time I will open a public hearing and this is a public hearing specifically related to the vacating of drainage and utility easements between Outlot A and Lot 1, Block 1, Audubon Corporate Center. Is there anybody that would like to speak at this time? Either for or against that vacation of the drainage and utility easements. Alright there being none I will now close the public hearing. Bring it back to council. Kate is there anything else that you wanted to tell us about at this time? Kate Aanenson: No. Mayor Laufenburger: Okay, is the applicant present? Would the applicant like to make any comments or statements? Was that loud enough to be heard or did he just shake his head? I think we'd better hear from him. I have some serious questions. State your name and address for the record please. 7 Chanhassen City Council — July 25, 2016 Mark Undestad: Mark Undestad, 8821 Sunset Trail, Chanhassen. Mayor Laufenburger: Okay. Mark Undestad: Representing Eden Trace in the IDI expansion and really nothing to add. If you have any questions I'd be happy to answer them. Mayor Laufenburger: Thank you Mr. Undestad. May I call you Mark? Mark Undestad: Yes. Mayor Laufenburger: Mark IDI must be doing pretty well. Mark Undestad: They are. Mayor Laufenburger: And is this expansion also going to mean more jobs or is it just more activity there? Mark Undestad: No they'll be adding employees onto this facility as well. Mayor Laufenburger: I had heard that they may do some ground breaking ceremonies of some sort. Have you heard anything about that? Mark Undestad: They would like to set something up with the Mayor if they could, yeah. Mayor Laufenburger: Sure, well if the Mayor's in town you know that he loves to dig holes right. Mark Undestad: Yeah. Mayor Laufenburger: I do have a serious questions. Ms. Aanenson has identified that right now the Outlot A will be occupied by a storm pond, is that correct? Mark Undestad: Yeah. Mayor Laufenburger: What are the identifiable conditions that we know additional parking will be needed? Mark Undestad: Right now even the parking that we're putting in is more than what. Mayor Laufenburger: More than needed. Chanhassen City Council — July 25, 2016 Mark Undestad: Yeah. I mean 30 stalls more than what they need for their employment as they add on as well and we have looked into what it will take to do an underground storm system in there in the event that we sell the building or do something down the road so. Mayor Laufenburger: Okay. Kate Aanenson: That's really the intent. If the building was to sell then we wouldn't want a building that nobody could use to maximize it and it just so happens that this user doesn't need that much parking but we want to plan for tomorrow if they need that. Mayor Laufenburger: Sure. Sure. So the plan is if more parking is needed you would just put a, you would make arrangements so that storm pond which is now exposed would essentially be part of the underground and it would handle the first, what is it? Inch and a half or inch and a quarter of rainfall, is that correct? Mark Undestad: Yeah. Mayor Laufenburger: Alright. Well thank you Mark. Mark Undestad: Okay. Mayor Laufenburger: Pleased to see development happening in Chanhassen. Thank you very much. Mark Undestad: Thank you. Councilman McDonald: Before Mr. Undestad goes I have a question. What exactly does IDI do? Mark Undestad: IDI, Insulation Distribution Company. So the history there they, the owner worked for Owens Coming and started what really I'd say what nobody wanted. The little small home builders. The onesies twosies and they said why don't you handle these guys and he grew that business into what it is today. He's got a number of buildings across the US now so this is the corporate headquarters but he does have I think 8 or 9 other facilities now. Mayor Laufenburger: How many employees there Mark, do you know? Mark Undestad: At this facility right now I think he has 41-42, something like that. Mayor Laufenburger: Cool. Councilman McDonald: Well it's always good to have another corporate headquarters in Chanhassen. Chanhassen City Council — July 25, 2016 Mayor Laufenburger: Add him to the tombstone right? Councilman McDonald: Yep. Thank you. Mayor Laufenburger: Anything else for Mr. Undestad? Thank you Mark. Mark Undestad: Okay thank you. Mayor Laufenburger: Let's bring this back to council. Any questions or comments from council or a motion? Councilwoman Tjomhom: I'll make a motion Mr. Mayor. Mayor Laufenburger: Councilwoman Tjomhom yes. Kate Aanenson: I just want to warn you it's 2 pages so I'll flip. Councilwoman Tjomhom: You're going to flip it okay. Kate Aanenson: Yes. Councilwoman Tjomhom: Okay. Council you ready? I'd like to make the motion that the City Council approves the site plan for the expansion of IDI Distribution building, plans prepared by Houwman Architects dated June 6, 2016 and Sambatek dated July 1, 2016 subject to the conditions of the staff report and adopts the Findings of Fact. And a resolution approving the final plat for Audubon Corporate Center 2°a Addition subject to the conditions of the staff report and a resolution approving the vacation of a portion of the public drainage and utility easement dedicated with the Audubon Corporate Center I' Addition plat as described in Exhibit A according to the recorded plat thereof. Mayor Laufenburger: Very well. We have a valid motion. Is there a second? Councilman Campion: Second. Mayor Laufenburger: Thank you Mr. Campion. So just a summary as we're taking 3 actions. We're vacating a drainage utility easement. We're approving a final plat and we're also approving a site plan so is there any further discussion? Resolution #2016-52: Councilwoman Tjornhom moved, Councilman Campion seconded that the City Council adopts a resolution approving the vacation of a portion of the public drainage and utility easement dedicated with the Audubon Corporate Center I' Addition 10 Chanhassen City Council — July 25, 2016 plat as described in Exhibit A according to the recorded plat thereof. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Resolution #2016-53: Councilwoman Tjornhom moved, Councilman Campion seconded that the City Council approves the resolution approving the final plat for Audubon Corporate Center 2°d Addition subject to the following conditions: Exiting city boulevard trees will be protected with fencing during all phases of construction. The applicant will be responsible for replacing any trees that die as a result of construction activity. 2. A wetland buffer 20 feet in width and a 30 foot setback from the wetland buffer must be maintained around all wetlands on the property. Secondary structures are allowed to encroach up to 50 percent of the setback. It appears that the retaining wall has exceeded the allowed encroachment and needs to be moved out of this 15 foot setback. Wetland buffer areas shall be preserved, surveyed and staked in accordance with the City's wetland ordinance. The applicant must install wetland buffer edge signs, under the direction of City staff, before construction begins and must pay the City $20 per sign. This condition has been met. 4. This condition has been met. 5. Based upon the area and land use type, the Storm Water Utility Connection Charge is estimated to be $23,500.69 due with the final plat. 6. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g. Minnesota Pollution Control Agency, Minnesota Department of Natural Resources for dewatering) and comply with their conditions of approval. 7. Park fees in the amount of $33,125 shall be paid prior to recording the final plat. 8. No burning shall be issued for trees to be removed. Trees and shrubs must be removed from site or chipped. 9. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the City with detailed haul routes. 10. Building permits are required for all retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. Additional top and bottom elevation should be added to the retaining wall. 11 Chanhassen City Council — July 25, 2016 11. A minimum vertical separation of 18 inches is required at all storm, sanitary, and watermain crossings. Provide details of each crossing to ensure minimum separation. 12. Sanitary sewer and watermain hookup fees will be required at the time of building permit issuance. All of these charges are based on the number of SAC units assigned by the Met Council and are due at the time of building permit issuance. 13. Collector and Arterial Roadway Traffic Impact Zone fees will be collected with the final plat. The fee will be based on the commercial rate of $3,600 per developable acre. With 2.06 developable acres, the fee is $7,416. 14. A drainage and utility easement will need to be placed over the wetland and associated buffer with final plat. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Councilwoman Tjornhom moved, Councilman Campion seconded that the City Council approves the site plan for the expansion of IDI Distribution Building, plans prepared by Houwman Architects, dated June 6, 2016, and Sambatek, dated July 1, 2016, subject to the following conditions and adopts the findings of fact and recommendation: Building Official 1. The building is required to have automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Soil evaluation (geo-technical) report required. 4. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 5. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 6. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering Outlot A must be platted as a lot and combined with Lot 1, Block 1 prior to recording the site plan agreement. 12 Chanhassen City Council — July 25, 2016 2. The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. 3. Prior to recording the site plan agreement, the applicant must vacate the drainage and utility easement over the storm sewer they are removing. 4. Prior to recording the site plan agreement, the applicant shall submit a concept -level design for stormwater that would meet the watershed district requirements if the additional parking spaces were to be added at a future date. 5. Prior to a notice to proceed, the grading plan shall be revised to show the existing and proposed elevation shots where the new curb line will tie-in to the existing curb. 6. The Emergency OverFlow (EOF) locations and elevations shall be added to the grading and utility plan sheets. 7. The applicant must submit a soils report to the city prior to recording the site plan agreement. 8. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. 9. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. 10. After construction, the infiltration basin shall be tested by a third party for permeability to ensure that it is functioning per the stormwater modeling submitted by the applicant. The infiltration basin must pass the permeability testing prior to an issuance of a permanent certificate of occupancy. 11. The applicant must submit a SWPPP and erosion control plan per City Code § 19-145 for staff review prior to recording the site plan agreement. 12. Prior to recording the site plan agreement, escrow shall be provided to the city for construction of erosion and sediment control measures and the infiltration basin. 13. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. 14. The parking lot plan shall be revised to meet the Chanhassen City Code requirements for driving aisles for 90° parking spaces or to use angled parking prior to a notice to proceed. 15. The plan must follow all applicable State and Federal guidelines and accessibility for the parking lot and sidewalk construction. 16. Water main to be installed for this project shall be privately owned and maintained during and after construction. 13 Chanhassen City Council — July 25, 2016 17. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project prior to a notice to proceed. 18. Permits from the appropriate regulatory agencies will be required, including the MPCA and the Dept. of Health prior to a notice to proceed. 19. Prior to a notice to proceed, the applicant's engineer shall verify whether there is a conflict at the storm sewer/water main crossing for the relocated hydrant on the east side of the building, and alter the plans if necessary to remediate the conflict. 20. City and Metropolitan Council SAC and WAC charges will be collected with the building permit at the units determined by the Metropolitan Council and the rate effective at the date of permit. Natural Resources All existing trees to the north and west of the parking lot expansion shall be protected by tree preservation fencing. Fencing shall be installed and approved by the city prior to any grading. Planning 1. The applicant shall enter into a site plan agreement and provide the necessary securities required by it. 2. Dumpsters, if placed outside, shall be properly screened. Water Resources 1. The applicant shall apply for and receive a General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit) prior to the issuance of a building permit or any earth disturbing activities. 2. The applicant must demonstrate that they can achieve the 901/o TSS and 60% TP removal using removal efficiencies recognized as industry standards or otherwise justifiable prior to issuance of a building permit. 3. The applicant must provide the water quality modeling, in both a summary and the actual electronic model used to the city for review and approval prior to issuance of the building permit. 4. The plan submittal must also include a detail of the infiltration basin consistent with the Minnesota Stormwater Manual prior to issuance of a building permit. This detail must include any soils corrections, basin protections and planting plans and schedules in addition to other necessary design elements. 5. The infiltration basin must be placed within a drainage and utility easement. 14 Chanhassen City Council — July 25, 2016 6. The applicant shall prepare an operations and maintenance manual specific to the infiltration feature including anticipated inspection schedule, routine maintenance and frequency of said maintenance and supply a copy to the city prior to issuance of a building permit. 7. The two outfalls into the infiltration basin shall be combined into one and a sump manhole with a minimum depth of 4 feet shall be constructed at the last CBMH prior to discharging towards the infiltration basin. 8. The pipe shall come out of the last structure into the infiltration basin no stepper than one percent (1.0%). The outfall shall be short of the basin and shall flow through a grass channel to allow for energy dissipation and additional pretreatment. 9. The applicant shall prepare a Surface Water Pollution Prevention Plan (SWPPP) and submit to the city for approval prior to issuance of a building permit. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements as listed in Parts III and IV of the permit. 10. The plan must eliminate the two stalls that encroach into the secondary setback from the wetland buffer. 11. Monuments indicating the buffer boundary will need to be shown on the plan and placed concurrent with the erosion prevention and sediment control practices. 12. The applicant shall apply for and obtain permits from the appropriate regulatory agencies (e.g., Minnesota Pollution Control Agency, Minnesota Department of Natural Resources (for dewatering), Riley -Purgatory -Bluff Creek Watershed District) and comply with their conditions of approval. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Mayor Laufenburger: Thank you Mr. Undestad. Our best to IDI and thank you Kate. APPROVAL TO RECRUIT MEMBERS FOR PARK MASTER PLAN ADVISORY COMMITTEE, AND APPOINTMENT OF CITY COUNCIL. MEMBER TO THE Mayor Laufenburger: Staff report Mr. Hoffman. Todd Hoffman: Thank you Mayor, members of the City Council. Really excited to get started on the park master plan and part of that will be an advisory committee that will meet 8 times, plus or minus over 14 months that this project's underway. You can see we have a variety of representatives identified. We would like to have the City Council approve or modify that as you see fit. There are 14 members that we are recommending consisting of council, city commissions, community groups, schools and the county so that's the group that we're taking a look at. Those recommendations can come fiom City Council for members. I will also be requesting that our Park and Recreation Commission invest a good amount of time in identifying these people. Then those selected individuals would be brought back to you in August for final approval as a member of the advisory committee for the park master plan. And then this evening LF AUDUBON CORPORATE CENTER 2ND ADDITION / / / / loo / / QZ 00 r O DENOTES 1/2 INCH BY 14 INCH IRON MONUMENT SET AND MARKED BY LICENSE NO. 21729. • DENOTES 1/2 INCH IRON MONUMENT FOUND, UNLESS OTHERWISE NOTED. \<�' °'�� /� �mZ ONFT \ \' ~ • , THE WEST LINE OF LOT 1, BLOCK 1, AUDUBON �o 1 ��1 �� ?\ ~v �, CORPORATE CENTER 1ST ADDITION, IS ASSUMED TO o ylS� C�F� nZ- v� \ "; C. r HAVE A BEARING OF SOUTH 00 DEGREES 05 MINUTES 54 SECONDS EAST. •a, o� \ BENCHMARK: TOP NUT OF HYDRANT AT WEST PROPERTY LINE. ELEVATION=954.46 (NGVD 29) 101 `r \ WETLAND �\ I' I \ / I IL EDGE OF I I - WETLAND \ I r \ r I I \ NORTH 0 50 I \ LO -- SCALE IN vv �0-1-1 I \ r , DRAINAGE do UMITY \ ss EASEMENT PER PLAT _ 1 1 ' — OF AUDUBON CORPORA 7E \ \ CEN7ER 1ST ADD117ON \ W 10I L-- ---------1 1------ \ -------------- 1 1 m 1 O h 1�------------ 0 I �-----�--------L— O^ �� POND N I N89 5945"E 278.00 � p I / WATER ELEV.:983.5 Ik �NOO 00'00"E 1 0 1 / .5 #f, i ON 06/22/2016 y---�'- 20.00 / 76.00 I 101 N89 5945-E o 1 '\ I /"\ k�' �•r `FO c BM ^ \�\ �.s0<1 TNH: 954.46 p I I P • • i 100 FEET r 3In V) Z W N O J CL W O W o Z 30 KNOW ALL PERSONS BY THESE PRESENTS: That Equitable Holding Company LLC, a Minnesota limited liability company, fee owner of the following described property situated in the County of Carver, State of Minnesota, to wit: Lot 1, Block 1 and Outlot A, AUDUBON CORPORATE CENTER 1ST ADDITION, according to the recorded plat thereof, Carver County, Minnesota. Has caused the same to be surveyed and platted as AUDUBON CORPORATE CENTER 2ND ADDITION. Signed: Equitable Holding Company LLC By: as STATE OF MINNESOTA COUNTY OF The foregoing instrument was acknowledged before me this day of 20 , by Holding Company LLC, a Minnesota limited liability company, on behalf of the company. Notary Public, My Commission Expires County, Minnesota as of Equitable I Rick M. Blom 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 this plat; that all monuments depicted on this 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 this plat. Rick M. Blom, Licensed Land Surveyor, Minnesota License No. 21729 STATE OF MINNESOTA COUNTY OF The foregoing instrument was acknowledged before me this day of 20, by Rick M. Blom, a Licensed Land Surveyor. Notary Public, My Commission Expires County, Minnesota CITY COUNCIL, CHANHASSEN, MINNESOTA This plat of AUDUBON CORPORATE CENTER 2ND ADDITION was approved and accepted by the City Council of the City of Chanhassen, Minnesota at a regular meeting held on the day of 20 and is in compliance with the provisions of Minnesota Statutes Section 505.03, Subdivision 2. Mayor By: COUNTY SURVEYOR, CARVER COUNTY, MINNESOTA Pursuant to Chapter 395, Minnesota Laws of 1971, this plat has been approved this Luke Kranz, County Surveyor J2 COUNTY AUDITOR/TREASURER, CARVER COUNTY, MINNESOTA 1 hereby certify that taxes payable in Laurie Davies, County Auditor/Treasurer COUNTY RECORDER, CARVER COUNTY, MINNESOTA Clerk day of 20 and prior years have been paid for land described on this plat. Dated this day of 1 hereby certify that this plat of AUDUBON CORPORATE CENTER 2ND ADDITION was filed this Luke Kranz, County Recorder 20_ day of 20, at o'clock .M. as Document No. CITY OFCHANMASSEN RECEIVED JUN 1 / 2016 CHANHAS%N PLANNING DEPt SAMBATEK, INC. ENGINEERING, PLANNING AND LAND SURVEYING y l o %1\ -P �N v I` 1 \ oZ I 111 �kl I t \ II F � 1 I I 1 W \ 1 � 1 1 I � I I F. DRAINAGE & U77LlTY vol O II EASEMENT PER PLAT 1 10 _ h I OF AUDUBON CORPORATE --_ 11 1 N CENTER IST ADD17701V \ { I N89054'06"E 500.00 1 • • i 100 FEET r 3In V) Z W N O J CL W O W o Z 30 KNOW ALL PERSONS BY THESE PRESENTS: That Equitable Holding Company LLC, a Minnesota limited liability company, fee owner of the following described property situated in the County of Carver, State of Minnesota, to wit: Lot 1, Block 1 and Outlot A, AUDUBON CORPORATE CENTER 1ST ADDITION, according to the recorded plat thereof, Carver County, Minnesota. Has caused the same to be surveyed and platted as AUDUBON CORPORATE CENTER 2ND ADDITION. Signed: Equitable Holding Company LLC By: as STATE OF MINNESOTA COUNTY OF The foregoing instrument was acknowledged before me this day of 20 , by Holding Company LLC, a Minnesota limited liability company, on behalf of the company. Notary Public, My Commission Expires County, Minnesota as of Equitable I Rick M. Blom 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 this plat; that all monuments depicted on this 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 this plat. Rick M. Blom, Licensed Land Surveyor, Minnesota License No. 21729 STATE OF MINNESOTA COUNTY OF The foregoing instrument was acknowledged before me this day of 20, by Rick M. Blom, a Licensed Land Surveyor. Notary Public, My Commission Expires County, Minnesota CITY COUNCIL, CHANHASSEN, MINNESOTA This plat of AUDUBON CORPORATE CENTER 2ND ADDITION was approved and accepted by the City Council of the City of Chanhassen, Minnesota at a regular meeting held on the day of 20 and is in compliance with the provisions of Minnesota Statutes Section 505.03, Subdivision 2. Mayor By: COUNTY SURVEYOR, CARVER COUNTY, MINNESOTA Pursuant to Chapter 395, Minnesota Laws of 1971, this plat has been approved this Luke Kranz, County Surveyor J2 COUNTY AUDITOR/TREASURER, CARVER COUNTY, MINNESOTA 1 hereby certify that taxes payable in Laurie Davies, County Auditor/Treasurer COUNTY RECORDER, CARVER COUNTY, MINNESOTA Clerk day of 20 and prior years have been paid for land described on this plat. Dated this day of 1 hereby certify that this plat of AUDUBON CORPORATE CENTER 2ND ADDITION was filed this Luke Kranz, County Recorder 20_ day of 20, at o'clock .M. as Document No. CITY OFCHANMASSEN RECEIVED JUN 1 / 2016 CHANHAS%N PLANNING DEPt SAMBATEK, INC. ENGINEERING, PLANNING AND LAND SURVEYING Proposed Addition to: In D. I. Distributors Chanhassen, MN SCOPE OF PROJECT: OFFICE/24' CLEAR WAREHOUSE BUILDING CONSTRUCTED OF: PRECAST CONCRETE - ARCHITECTURAL CONIC. BLOCK / STEEL BAR JOISTS - STEEL ROOF DECK - SITE WORK AT ADDITION ONLY. THIS SET OF PLANS IS FOR A DESIGN -BUILD PROJECT. ANY INFORMATION NOT CLARIFIED BY MANUFACTURER, PERFORMANCE REQUIREMENTS OR DETAILS ON THIS PLAN SET ARE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND THE OWNER. ANY DISCREPANCIES BETWEEN PLANS AND FIELD CONDITIONS WHICH REQUIRE THE CONTRACTOR TO CHOOSE ONE METHOD, DIMENSION, OR MATERIAL OVER ANOTHER ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT, BEFORE WORK IS STARTED, FOR CLARIFICATION. rl SITE LOCATION PLAN "n NO SCALE SHEET INDEX REVIEW SET 1-19-16 SITE PLAN SUBMITTAL 6-16-16 PERMIT SET ARCHITECTURAL DRAWINGS: 1. BUILDING ADDITION SET IN AREA THAT WAS GRADED WITH ORIGINAL PROJECT. SITE & PROJECT INFO A1.0 A1.0 SET NEW PARKING & SIDEWALK ON NORTH SIDE. GRADE SITE FOR STORMWATER CODE REVIEW TO DRAIN AWAY FROM BUILDING ADDITION. MAIN FLOOR BUILDING PLAN A2.0 POURED CONC. CURB & GUTTER AROUND ALL ASPHALT AREAS WITHIN PROPERTY MAIN FLOOR ADDITION PLAN A2.0 A2.1 ASPHALT DESIGN TO MATCH EXISTING CONDITIONS. 2nd FLOOR ADDITION PLAN A2.1 A2.2 NEW SITE LIGHTING SET FOR NEW PARKING AREAS - MATCH EXISTING WITH MAIN FL ADDITION CEILING PLA LIGHT FIXTURES SET ON BUILDING 2ND FL ADDITION CEILING PLAN NORTH STAIR FLOOR PLAN EXTERIOR ELEVATIONS A3.0 EXTERIOR ELEVATIONS A3.1 LONGITUDINAI SF TION CROSS SFCTION WALL SECTIONS STRUCTURAL DRAWINGS: MATTSON MACDONALD YOUNG 612-827-7825 BASSET CREEK BUSINESS CENTER 901 NORTH 3RD STREET, #100 MINNFApni IS LjN 55401 NOTES P TI N FOOTING FOUNDATION PAN MEZZANINE FRAMING PLAN ROOF FRAMING PI AN FOUND. DETAILS AND SECTION ROOF DETAILS A D SECTIONS MECH. / ELEC. DRAWINGS: BY DESIGN -BUILD SUBCONTR. COORDINATION BY G.C. ADDITION EXISTING BUILDING i I .t 3 MIA Northwest Corner / West Side Perspective �ACTU AL SITE VIEW NORTH NO SCALE STREET ELEVATION \�NO SCALE CRIT CF CHANHAssm sRE F omBENTs EXISTING 2 STORY BUILDING MAIN BODY OF BUILDING 30'-0" TALL PARAPET ® FRONT 32'-10" TALL PARAPET ® MAIN ENTRY 38'-3" TALL EXTERIOR WALLS CREATE SCREENING FOR ROOFTOP EQUIPMENT (AS SHOWN HERE) PROJECT SITE: TOTAL SITE- 273,181 S.F. / 6.27 ACRES MAXIMUM LOT COVERAGE - 70% / 191,227 S.F. PROJECT GREEN SPACE- 116,464 S.F. S.F. -43 % PROJECT HARD SURFACE (BLDG - 72,162 S.F. & ASPHALT - 84,555 S.F.) - 156,717 S.F. - 57 % ZONING: WEST PRO PROJECT SETBACKS: WEST PROPERTY LINE - 30'-0" TO ASPHALT OR BUILDING NORTH / EAST / SOUTH PROPERTY LINES 10'-0" TO ASPHALT OR BUILDING WETLAND AREAS - 20' BUFFER OFF WETLAND DELINEATION, PARKING SETBACK AN ADDITIONAL 15' BUILDINGS SETBACK AN ADDITIONAL 30' PARKING REQUIREMENTS: TOTAL S.F. = EXISTING BUILDING 45,200 S.F. + ADDITION 26,962 S.F. = 72,162 S.F. EXISTING OFFICE / MAIN FLOOR - 6,584 S.F., 2ND FLOOR - 13,627 S.F. = 20,211 S.F. NEW OFFICE / MAIN FLOOR - 8,555 S.F., 2ND FLOOR - 8.555 S.F. = 17,110 S.F. TOTAL OFFICE AREA = 37,321 - 30% COMMON AREA = 26,125 / 1000 S.F. X 5 = 130 STALLS EXISTING WHSE. / 38,616 S.F. + ADDITION / 18,407 S.F. = 57,023 S.F. WHSE = 1 STALL PER 1000 S.F. FOR EACH OF THE FIRST 10,000 S.F. = 10 STALLS, 47,023 / 2,000 = 24 STALLS. TOTAL 34 STALLS FOR WAREHOUSE AREA TOTAL PARKING REQUIRED 164 STALLS / 6 REQUIRED TO BE H.C. ACCESSIBLE STALLS. TOTAL PARKING SHOWN - 164 STALLS / 134 STALLS CONSTRUCTED WITH 32 AS PROOF OF PARKING OCCUPANT LOADS: TOTAL OFFICE AREA = 37,321 S.F. / 100 = 373 OCCUPANTS TOTAL WAREHOUSE AREA = 57,023 S.F. / 500 = 114 OCCUPANTS NOTE, ACTUAL OCCUPANT LOAD - 47 CURRENT EMPLOYEES - 13 FUTURE + 60 OCCUPANTS i �1 \ z • -I o s a w - 32 stalls - - -J CD - - \ 14 21 stalls 20 stalls \ 9 „ \ 7 1 9 U I I I I I I F12) \ D21 stalls 11 15 stalls \ L -J I I .6 2351a11s ILD G DDITION - 26,962 S.FL AIN OFFICE / 8,555 S.F.. AIN F WAREHOUSE / 18,407 gr I ND OFFICE / 8,555 S.F. gr 18 stalls EXIST BUILDING - 45,200 S.F. AIN - QFFICE / 6,584 S.F.. 1N -WAREHOUSE / 38,616 Eff. 2ND FL - OFFICE / 131627 S.F. IL16 stalls IE I ILs IL I � 06 I SITE PLAN NORTH GENERAL NOTES: 4 1. BUILDING ADDITION SET IN AREA THAT WAS GRADED WITH ORIGINAL PROJECT. At0 SCALE: 1" = 50'-0" . SET NEW PARKING & SIDEWALK ON NORTH SIDE. GRADE SITE FOR STORMWATER TO DRAIN AWAY FROM BUILDING ADDITION. 2. POURED CONC. CURB & GUTTER AROUND ALL ASPHALT AREAS WITHIN PROPERTY 3. ASPHALT DESIGN TO MATCH EXISTING CONDITIONS. 4. NEW SITE LIGHTING SET FOR NEW PARKING AREAS - MATCH EXISTING WITH LIGHT FIXTURES SET ON BUILDING ARCHITECT: HOMMAN ARCHITECTS 31572 SNOWBALL ROAD PENGILLY, MN 55775 651-631-0200 OFFICE 218-929-9171 BRIANWHOUWMAN@YAHOO.COM I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION 0 REPORT WAS PREPARED BY ME OR UNDER MY DIREC SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA NAME BRIAN HOUWMAN REGISTRATION N0. 22604 DATE DEVELOPER: EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 (612) 803-6970 PROJECT LOCATION: Audubon Road 8303 Audubon Road CHANHASSEN, MN 55317 Building Owner: IDI Distributors NOTE: THIS SET OF PLANS IS FOR A DESIGN -BUILD PROJECT. ANY INFORMATION NOT CLARIFIED BY MANUFACTURER, PERFORMANCE REQUIREMENTS OR DETAILS ON THIS PLAN SET ARE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND THE OWNER. ANY DISCREPANCIES BETWEEN PLANS AND FIELD CONDITIONS WHICH REQUIRE THE CONTRACTOR TO CHOOSE ONE METHOD, DIMENSION OR MATERIAL OVER ANOTHER ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT i BEFORE WORK IS STARTED, FOR CLARIFICATION. SCHEM PLAN 1-14-16 DESIGN PLAN 6-1-16 SITE PLAN SUBM 6-16-16 or -Y KHANNHASZEN JUN 17 2016 CHANHASSEN RIANNING OF01 JOB# 16-102 DATE 1-6-16 DRAWN NH CHECKED BH PROJECT INFO SITE PLAN Al 00 AIN FLOOR PLAN — EXISTING & ADDITION SCALE: 1/16" = 1'-0" NORTH ARCHITECT: HOMMAN ARCHITECTS 31572 SNOWBALL ROAD PENGILLY, MN 55775 651-631-0200 OFFICE 218-929-9171 BRIANWHOUWMAN@YAHOO.COM I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION REPORT WAS PREPARED BY ME OR UNDER MY DIRI SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA NAME BRIAN HOUWMAN REGISTRATION N0. 22604 DATE DEVELOPER: EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 (612) 803-6970 PROJECT LOCATION: Audubon Road 8303 Audubon Road CHANHASSEN, MN 55317 Building Owner: IDI Distributors NOTE: THIS SET OF PLANS IS FOR A DESIGN—BUILD PROJECT. ANY INFORMATION NOT CLARIFIED BY MANUFACTURER, PERFORMANCE REQUIREMENTS OR DETAILS ON THIS PLAN SET ARE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND THE OWNER. ANY DISCREPANCIES BETWEEN PLANS AND FIELD CONDITIONS WHICH REQUIRE THE CONTRACTOR TO CHOOSE ONE METHOD, DIMENSION OR MATERIAL OVER ANOTHER ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE WORK IS STARTED, FOR CLARIFICATION. SCHEM PLAN 1-14-16 DESIGN PLAN 6-1-16 SITE PLAN SUBM 6-16-16 JOB# 16-102 DATE 1-6-16 DRAWN NH CHECKED BH TOTAL BUILDING MAIN FL PLAN A200-, MAIN FLOOR ADDITION PLAN SCALE: 1/8" = 1'-0" NORTH ARCHITECT: HOUWMAN ARCHITECTS 31572 SNOWBALL ROAD PENGILLY, MN 55775 651-631-0200 OFFICE 218-929-9171 BRIANWHOUWMAN@YAHOO.COM I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION REPORT WAS PREPARED BY ME OR UNDER MY DIRE SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA NAME BRIAN HOUWMAN REGISTRATION N0. 22604 DATE DEVELOPER: EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 (612) 803-6970 PROJECT LOCATION: Audubon Road 8303 Audubon Road CHANHASSEN, MN 55317 Building Owner: DI Distributors NOTE: THIS SET OF PLANS IS FOR A DESIGN—BUILD PROJECT. ANY INFORMATION NOT CLARIFIED BY MANUFACTURER, PERFORMANCE REQUIREMENTS OR DETAILS ON THIS PLAN SET ARE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND THE OWNER. ANY DISCREPANCIES BETWEEN PLANS AND FIELD CONDITIONS WHICH REQUIRE THE CONTRACTOR TO CHOOSE ONE METHOD, DIMENSION OR MATERIAL OVER ANOTHER ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE WORK IS STARTED, FOR CLARIFICATION. SCHEM PLAN 1-14-16 DESIGN PLAN 6-1-16 SITE PLAN SUBM 6-16-1E JOB# 16-102 DATE 1-6-16 DRAWN NH CHECKED BH ADDITION MAIN FL PLAN A2.1 O 42'-6" 16'-0" 12'-0" 1'-0' 1'-0 14'-0" OFFICE OFFICE N OFFICE 0 0 I rD N 0 0 4 OFFICE OFFICE 2 1'-0" $ OPEN -OFFICE I OFFICE co 0 I -i OFFICE D 0 v / Y �� �• OFFICE 0 It 0 OFFICE on ml 0 47'-0" 16'-0" 1'-0" OFFICE CONFERENCE—ROOM B.6 i a 20'-9" C• FE] 2 STORY WAREHOUSE SPACE A j 2nd FLOOR ADDITION FLOOR PLAN SCALE: 1/8" = 1'-0" NORTH ARCHITECT: HOUWMAN ARCHITECTS 31572 SNOWBALL ROAD a PENGILLY, MN 55775 651-631-0200 OFFICE 218-929-9171 BRIANWHOUWMAN@YAHOO.COM I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION C REPORT WAS PREPARED BY ME OR UNDER MY DIREC SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA NAME BRIAN HOUWMAN REGISTRATION NO. 22604 DATE DEVELOPER: EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 (612) 803-6970 PROJECT LOCATION: Audubon Road 8303 Audubon Road CHANHASSEN, MN 55317 Building Owner: IDI Distributors NOTE: THIS SET OF PLANS IS FOR A DESIGN—BUILD PROJECT. ANY INFORMATION NOT CLARIFIED BY MANUFACTURER, PERFORMANCE REQUIREMENTS OR DETAILS ON THIS PLAN SET ARE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND THE OWNER. ANY DISCREPANCIES BETWEEN PLANS AND FIELD CONDITIONS WHICH REQUIRE THE CONTRACTOR TO CHOOSE ONE METHOD, DIMENSION OR MATERIAL OVER ANOTHER ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE WORK IS STARTED, FOR CLARIFICATION. 0 i SCHEM PLAN 1-14-16 OFFICE r � >> CONFERENCE—ROOM DESIGN PLAN 6-1-16 w �LL_j ���� SITE PLAN SUBM 6-16-16 co '?:' ps.,•. i f: !1 ,i;r: . 0.j, v" �l', h4•''t• h':"v!',"F.. ,t-. . e o °+"{. C c ,,/.�... I I I I 2 STORY WAREHOUSE SPACE JOB 16-102 LUNCH ROOM DATE 1-6-16 I DRAWN NH I I;6JJ CHECKED BH I ADDITION 2ND FL PLAN OFFICE SPACE �T3 ��`� I A2.2 EXTERIOR FINISH SCHEDULE - MATCH EXISTING MATERIALS 01 SMOOTH FINISH EXPOSED AGGREGATE BY FABCON - GOLD BUFF, ROCK # 1012 0 SMOOTH FINISH EXPOSED AGGREGATE BY FABCON - RED, ROCK # 1070 0 UNIFORM LOW RIB EXPOSED AGGREGATE BY FABCON - GOLD BUFF, ROCK # 1012 0 SMOOTH BAND IN FABCON PANEL 0 HEADER - PREFINISHED METAL, ALUMINUM HARTFORD GREEN 0 SILL BLOCK 12 X 16 X 8 BY ANCHOR BLOCK, BURNISHED INTEGRAL COLOR MOJAVE Cj CULTURE STONE VENEER BY BOULDER CREEK - S4920-3 WESTERN LEDGE STAK MUSTANG WITH STONE CAP Og PREFINISHED METAL INSULATED DRIVE IN O.H. DOOR - 12' X 14' ON EAST ELEV. 09 3' X 7' INSULATED STEEL MAN DOOR - ALUMINUM MEDIUM BRONZE TO MATCH COPING. 10 ALUMINUM STORE FRONT FRAMES / DOORS WITH INSULATED CLEAR GLASS -ALUMINUM FRAMES BY TUBELITE, HARTFORD GREEN 11 ALUMINUM WINDOW FRAMES WITH INSULATED CLEAR GLASS -ALUMINUM FRAMES BY TUBELITE, HARTFORD GREEN 12 SPANDREL INSULATED GREEN GLASS -ALUMINUM FRAMES BY TUBELITE, HARTFORD GREEN 13 PREFINISHED ARCHITECTURAL METAL COPING, KYNAR FINISH, HARTFORD GREEN 14 PREFINISHED ARCHITECTURAL METAL COPING, KYNAR FINISH, ALUMINUM MEDIUM BRONZE 15 CURVED CANOPY & SIDE SUPPORTS - COVERED WITH PREFINISHED METAL - HARTFORD GREEN 16 PAINTED 6" DIA. STEEL PIPE BOLLARD - CORE FILL W/CONC. & DOME TOP. SET OUT 1'-0" FROM BUILDING FACE. 17 POURED CONCRETE APRON ® DRIVE-IN O.H. DOOR 1g POURED CONCRETE STOOP WITH FOUNDATION ® MAN DOORS 19 DOWNCAST ARCHITECTURAL WALL MOUNTED LIGHT FIXTURE ARCHITECT: HOMMAN ARCHITECTS 31572 SNOWBALL ROAD PENGILLY, MN 55775 651-631-0200 OFFICE 218-929-9171 BRIANWHOUWMANQYAHOO.COM I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION REPORT WAS PREPARED BY ME OR UNDER MY DIRI SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA NAME BRIAN HOUWMAN REGISTRATION N0. 22604 DATE DEVELOPER: EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 (612) 803-6970 PROJECT LOCATION: Audubon Road 8303 Audubon Road CHANHASSEN, MN 55317 Building Owner: IDI Distributors NOTE: THIS SET OF PLANS IS FOR A DESIGN—BUILD PROJECT. ANY INFORMATION NOT CLARIFIED BY MANUFACTURER, PERFORMANCE REQUIREMENTS OR DETAILS ON THIS PLAN SET ARE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND THE OWNER. ANY DISCREPANCIES BETWEEN PLANS AND FIELD CONDITIONS WHICH REQUIRE THE CONTRACTOR TO CHOOSE ONE METHOD, DIMENSION OR MATERIAL OVER ANOTHER ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE WORK IS STARTED, FOR CLARIFICATION. SCHEM PLAN 1-14-16 DESIGN PLAN 6-1-16 SITE PLAN SUBM 6-16-16 JOB# 16-102 DATE 1-6-16 DRAWN NH CHECKED BH EXTERIOR ELEVATIONS A300 1?a'—n" E X I S T I N G B U I L D I N G 41'-8" O 42'-8" 126'-0" B U I L D I N G A D D I T 1 0 N SII ❑❑ 0 16 9 16 9 O 8 D 8 I 1 II II I I I II n II I 1a I II n II I 1a I I FI---H--------------------------------------------------1---5----------------C--JL-----------------------------------------I---------------------11 J - T A r' T T I T\ / A TI r\ N I --------------------Z---------------------------------------------------------------------------------r--�---—----————-- -----------------� ORTH ELEVATION SCALE: 1/8" = 1'-0" EXTERIOR FINISH SCHEDULE - MATCH EXISTING MATERIALS ®1 SMOOTH FINISH EXPOSED AGGREGATE BY FABCON — GOLD BUFF, ROCK # 1012 0 SMOOTH FINISH EXPOSED AGGREGATE BY FABCON — RED, ROCK # 1070 0 UNIFORM LOW RIB EXPOSED AGGREGATE BY FABCON — GOLD BUFF, ROCK # 1012 0 SMOOTH BAND IN FABCON PANEL 0 HEADER — PREFINISHED METAL, ALUMINUM HARTFORD GREEN 60 SILL BLOCK 12 X 16 X 8 BY ANCHOR BLOCK, BURNISHED INTEGRAL COLOR MOJAVE CULTURE STONE VENEER BY BOULDER CREEK — S4920-3 WESTERN LEDGE STAK MUSTANG WITH STONE CAP LLA 0PREFINISHED METAL INSULATED DRIVE IN O.H. DOOR — 12' X 14' ON EAST ELEV. ®9 3' X 7' INSULATED STEEL MAN DOOR — ALUMINUM MEDIUM BRONZE TO MATCH COPING. 10 ALUMINUM STORE FRONT FRAMES / DOORS WITH INSULATED CLEAR GLASS —ALUMINUM FRAMES BY TUBELITE, HARTFORD GREEN 11 ALUMINUM WINDOW FRAMES WITH INSULATED CLEAR GLASS —ALUMINUM FRAMES BY TUBELITE, HARTFORD GREEN 12 SPANDREL INSULATED GREEN GLASS —ALUMINUM FRAMES BY TUBELITE, HARTFORD GREEN t3 PREFINISHED ARCHITECTURAL METAL COPING, KYNAR FINISH, HARTFORD GREEN 14 PREFINISHED ARCHITECTURAL METAL COPING, KYNAR FINISH, ALUMINUM MEDIUM BRONZE 15 CURVED CANOPY & SIDE SUPPORTS — COVERED WITH PREFINISHED METAL — HARTFORD GREEN 16 PAINTED 6" DIA. STEEL PIPE BOLLARD — CORE FILL W/CONC. & DOME TOP. SET OUT 1'-0" FROM BUILDING FACE. 17 POURED CONCRETE APRON ® DRIVE—IN O.H. DOOR is POURED CONCRETE STOOP WITH FOUNDATION ® MAN DOORS 19 DOWNCAST ARCHITECTURAL WALL MOUNTED LIGHT FIXTURE ENTRY ELEV. DETAIL SCALE: 1/4" = 1'-0" L "Alk 42'-6" nnn SII ARCHITECT: HOUWMAN ARCHITECTS 31572 SNOWBALL ROAD PENGILLY, MN 55775 651-631-0200 OFFICE 218-929-9171 BRIANWHOUWMAN@YAHOO.COM I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION REPORT WAS PREPARED BY ME OR UNDER MY DIRT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA NAME BRIAN HOUWMAN REGISTRATION N0. 22604 DATE DEVELOPER: EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 (612) 803-6970 PROJECT LOCATION: Audubon Road 8303 Audubon Road CHANHASSEN, MN 55317 Building Owner: IDI Distributors NOTE: THIS SET OF PLANS IS FOR A DESIGN -BUILD PROJECT. ANY INFORMATION NOT CLARIFIED BY MANUFACTURER, PERFORMANCE REQUIREMENTS OR DETAILS ON THIS PLAN SET ARE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND THE OWNER. ANY DISCREPANCIES BETWEEN PLANS AND FIELD CONDITIONS WHICH REQUIRE THE CONTRACTOR TO CHOOSE ONE METHOD, DIMENSION OR MATERIAL OVER ANOTHER ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE WORK IS STARTED, FOR CLARIFICATION. ��sll • DESIGN PLAN • • =1=iSITE PLAN SUBM 6-16-16 JOB# 16-102 DATE 1-6-16 DRAWN NH _ CHECKED BH - EXTERIOR ELEVATIONS A3.1 SII ARCHITECT: HOUWMAN ARCHITECTS 31572 SNOWBALL ROAD PENGILLY, MN 55775 651-631-0200 OFFICE 218-929-9171 BRIANWHOUWMAN@YAHOO.COM I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION REPORT WAS PREPARED BY ME OR UNDER MY DIRT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA NAME BRIAN HOUWMAN REGISTRATION N0. 22604 DATE DEVELOPER: EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 (612) 803-6970 PROJECT LOCATION: Audubon Road 8303 Audubon Road CHANHASSEN, MN 55317 Building Owner: IDI Distributors NOTE: THIS SET OF PLANS IS FOR A DESIGN -BUILD PROJECT. ANY INFORMATION NOT CLARIFIED BY MANUFACTURER, PERFORMANCE REQUIREMENTS OR DETAILS ON THIS PLAN SET ARE TO BE DETERMINED BY THE GENERAL CONTRACTOR AND THE OWNER. ANY DISCREPANCIES BETWEEN PLANS AND FIELD CONDITIONS WHICH REQUIRE THE CONTRACTOR TO CHOOSE ONE METHOD, DIMENSION OR MATERIAL OVER ANOTHER ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE WORK IS STARTED, FOR CLARIFICATION. ��sll • DESIGN PLAN • • =1=iSITE PLAN SUBM 6-16-16 JOB# 16-102 DATE 1-6-16 DRAWN NH _ CHECKED BH - EXTERIOR ELEVATIONS A3.1 Schedule Symbol Label Quantity Manufactur Catalog er Number Description Lamp Number Lamps Filename Lumens Per Lamp Light Loss Factor Wattage 3 AVA-3- CLEAR 1 AVA-3- 34000 0.75 452 400MH HORIZONTAL 400P.IES ° A—EX 400MH RATED FOR 40000 LUMENS 3 AVA-F- CLEAR 1 AVA-F- 34000 0.75 452 400MH HORIZONTAL 400P.IES ° B -EX 400MH RATED FOR 40000 LUMENS ❑ 7 Floodpack Size3 - 0 Photopia File - fps34m00 250 Watt Metal Halide - 1 FPL40MOO.ie 23000 0.75 285 C -EX s Degree - Clear BT28 16 D441 -70-M D441 METAL 1 D441-100- 6000 0.75 85 QUARTER HALIDE 70W Mies D -EX SPHERE CUT- -OFF WALLPACK 8 D441 -70-M D441 METAL 1 D441-100- 6000 0.75 85 D_ QUARTER HALIDE 70W Mies SPHERE CUT - NEW -OFF WALLPACK E:]1 C' Floodpack Photopia File 250 Watt 1 FPL40MOO.ie 23000 0.75 285 Size3 - 0 - fps34m00 Metal Halide - s NEW Degree - Clear BT28 Electrical Production Services Date 6/17/2016 Scale AS -NOTED Drawing No. 1of1 Preliminary Site Development Plans for DI distribution Building Expansion CONSULTANT CONTACT LIST: DEVELOPER CIVIL ENGINEER EDEN TRACE CORP. SAMBATEK 8821 SUNSET TRAIL 12800 WHITEWATER DRIVE, SUITE 300 CHANHASSEN, MN 55317 MINNETONKA, MN 55343 TEL 612-803-6970 TEL 763-476-6010 CONTACT: MARK UNDESTAD FAX 763-476-8532 CONTACT: ERIC LUTH, PE OWNER EQUITABLE HOLDING CO. LLC 8303 AUDUBON ROAD CHANHASSEN, MN 55317 TEL 952-937-2000 CONTACT: JOE NOVOGRATZ cl mvrvno 12800 WHITEWATER DRIVE, SUITE 300 MINNETONKA, MN 55343 TEL 763-476-6010 FAX 763-476-8532 CONTACT: RICK BLOM, PLS Chanhassen, Minnesota Presented by: Eden Trace Corp. Laky LANDSCAPING ARCHITECT SAMBATEK HOUMAN ARCHITECTS 12800 WHITEWATER DRIVE, SUITE 300 31572 SNOWBALL ROAD MINNETONKA, MN 55343 PENGILLY, MN 5575 TEL 763-476-6010 TEL 651-631-0200 FAX 763-476-8532 CONTACT: BRIAN HOUMAN CONTACT: JOSH MCKINNEY, PLA µam �};:Scircr�J r di"Y R,Uer,H a GEOTECHNICAL AMERICAN ENGINEERING TESTING, INC. 550 CLEVELAND AVE N ST. PAUL, MN 55114 TEL 651-659-1369 CONTACT: THOMAS VENEMA, PE ul Ul, 2U3b - 3:Ulpm - UsecSF1 L\PROJECTS\20592\dwg\Civil\Preliminary\20592-C1-T I T LE.awg VICINITY MAP NO SCALE —SHEET INDEX SHEET DESCRIPTION C1.01 TITLE SHEET C2.01 EXISTING CONDITIONS C2.02 DEMOLITION PLAN C3.01 SITE PLAN 1 nVJS S*n 06.01 UTILITY PLAN C9.01 DETAIL SHEET L1.01 rPa L2.01 LANDSCAPE DETAILS F c A av, i, Pa SITE u. ti r Laky LANDSCAPING ARCHITECT SAMBATEK HOUMAN ARCHITECTS 12800 WHITEWATER DRIVE, SUITE 300 31572 SNOWBALL ROAD MINNETONKA, MN 55343 PENGILLY, MN 5575 TEL 763-476-6010 TEL 651-631-0200 FAX 763-476-8532 CONTACT: BRIAN HOUMAN CONTACT: JOSH MCKINNEY, PLA µam �};:Scircr�J r di"Y R,Uer,H a GEOTECHNICAL AMERICAN ENGINEERING TESTING, INC. 550 CLEVELAND AVE N ST. PAUL, MN 55114 TEL 651-659-1369 CONTACT: THOMAS VENEMA, PE ul Ul, 2U3b - 3:Ulpm - UsecSF1 L\PROJECTS\20592\dwg\Civil\Preliminary\20592-C1-T I T LE.awg VICINITY MAP NO SCALE —SHEET INDEX SHEET DESCRIPTION C1.01 TITLE SHEET C2.01 EXISTING CONDITIONS C2.02 DEMOLITION PLAN C3.01 SITE PLAN C4.01 GRADING PLAN 06.01 UTILITY PLAN C9.01 DETAIL SHEET L1.01 LANDSCAPE PLAN L2.01 LANDSCAPE DETAILS C" 0FC>1At,1qASa&1 RECEIVED "N 1 7 2016 CHMINASSENP(AIVMNG nEPi Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. Eric T. Luth Registratio 475 Date: 07/01/2016 If applica ontact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book / Page: xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title TITLE SHEET Sheet No. Revision C1.01 Project No. 20592 —DESCRIPTION —LEGEND ' Lot 1, Block 1 and Outlot A, AUDUBON CORPORATE CENTER 1ST ADDITION, according to the recorded plat • FOUND MONUMENT BOUNDARY LINE - — — — - EASEMENT LINE thereof, Carver County, Minnesota. FOUND CAST IRON RIGHT-OF-WAY LINE \_J._� J TREE LINE C @ MONUMENT — UNDERLYING /ADJACENT LOT CONCRETE CURB FOUND RIGH PROPERTY SUMMARY MONUMENTT-OF-WAY — _ _ — SECTION LINE 1 ; / / BUILDING LINE SET MONUMENT WATERMAIN--------- BUILDING CANOPY / \ I 1. Subject property's addresses and property identification numbers are: Q D SANITARY SEWER 0 BITUMINOUS SURFACE MARKED LS 21729 Lot 1, Block 1: 8303 Audubon Rd 25-0820-010 uu STORM SEWER F_7CONCRETE SURFACE i j I \ (� \ ~ „, I (( I / Outlot A: 8251 Audubon Rd 25-0820-020 g-6- GATE VALVE / HYDRANT UE UNDERGROUND ELECTRIC LANDSCAPE MULCH SURFACE 2. The gross area of the subject property is 6.271 Acres or 273,185 Square Feet. SANITARY MANHOLE UT UNDERGROUND TELEPHONE i `� .' I \ \ \ •�` J I I I I I III O CLEAN OUT — uc — UNDERGROUND GAS S �) DECIDUOUS TREE 3. The subject property is zoned IOP - Industrial Office Park District, per City of Chanhasssen zoning map @o STORM MANHOLE — WL — WET LAND ,� dated 03/15,2016. ®® STORM CATCH BASIN RETAINING WALL CONIFEROUS TREE r, .ter I �%� \ \. N00005'54"W 180.00 ) I 1 I FLARED END SECTION POND/WATERLINE 4. The building(s) and exterior dimensions of the outside wall at ground level are shown on the survey. It 9999 ® `+_ / / / ROOF DRAIN 0000000- SILT FENCE - x SPOT ELEVATION may not be the foundation wall. ��/- \ / j I I t \ J \ \ \ \ \ ^ -EDGE OF WATER Q IIII 1 TRANSFORMER 90?__ --- CONTOUR �� WATER ELEV.: / t WATER ELEV.: LIGHT A- _ _ ON 06/22/2016 / ` u- \ ON 06/22/2016 —BENCHMARKS i� O // \\/ w \ ` \ UTILITY POLE REGULAR PARKING ## STALL COUNT 1. The vertical datum is based on NGVD 29. The originating bench marks is MNDOT 10-002, referenced O GUARD POST / / , \ \ / / 91A/ from the MnDOT Geodetic Database FENCE T -POST BENCHMARK #1 , ' // �93s / ` N -- J 92 GAS METER r / / 1� / 1•f I \ NOO 00 00 E 66.4 / Top nut of hydrant north of access drive to surveyed property. Elev. 954.46 4 , / / ` 9+0 \ / / 1(3. a / / Pv 1 / N I/ J /I // 9qB � — — — — — — © GAS MANHOLE \ \ 1 o-" l) 1i' I I r IIJ BENCHMARK #2 ® ELECTRIC METER P / m I Top nut of hydrant at northeast corner of surveyed building. Elev. 955.37 © TELEPHONE PEDESTAL t. ` / 941—' -- % pR SE�EtJ / I I I / J va /` 3 ♦`�y1♦ I ® CABLE TV BOX �\ —942— \\ \ / ��' iiP / I �. // X // o'er �♦ ` — a+v1 / //�/ `\� 551/ -__�\ _- /'/ �// /1 I /// ad / /\� �rnrn („(♦1♦ I /) SURVEY NOTES / 943— _ 1 / w ♦ .r 1. The bearingsystem for this survey is based on the lot of AUDUBON CORPORATE CENTER IST / / / �'L L \ \ / I �° m E / — V � vl ! — Y Y P / 944— \-� \ \ / / // OQ \� ADDITION. \ag \ 1 k t Vis+ \ / 2. Field work was completed on 06/22/2016. G`' / 9+ — I� —\ \ CA \ a" P�� ✓ \ / 158a R8\ /' 1 \ /I 7-1 05 - V..�C VC's- �_ / / C� ry/ � ^ I In a6 —I l� w rn rn \\ \\\ \ \ t\ W 00J� 9'9� —9 \ W VICINITY MAP IWEVITIM11110111 15'HDPE 0078'07"£ --------—— 7 \ ----- — L`♦_ �� \ CCNCRE W, WAI]± \ I v ->�—=-T\ —952—- �;/- 953- -� \ - - - / a/ o . \co BOULD R PILE ��/ 957\ \' I I I i A / i I _ 3"MAP I LOT1 t,' 29"TREE- \ 29"TREE \ I I I II' I ( / <��I I I I `O I 1 4•'MAP + I �I / 0 4TREE 1 I 1/ WETLAND BLOCK 1 if 00011 I� - METLAND BOUNDARY J�. �IIIIIIIII I IIII I I I_ J I1 II 1 \ /l/ DETERMINED BY / + - ./ z SAMBATEK, INC./ / I JJJI/l/l�'III I III IIII I I IBUILDING ON 06/22/2016 0 / I Z I a3 / 2 STORY ON CONCRETE 9 O l // JJIJ Jl ' II I I I N N I 45,562 SF /ouTl/OTA' IJ1I IIII �IIIIII I -I I I}� u �/ ^� o J//IIII �/��- \PGE1 P/ w / 00 / / �/ / illi Jl JI ✓ I I I I wl1:i 25-0820-010 I 8303 AUDUBON RD c- +, EQUITABLE HOLDING CO LLC I I I II �V Z / I - \\r \\ \ �\ I 7 / 4"OAK \ 11'BOX // // , /I' I \ \ ;/111rr/ J` 1('lht // // \// //l//// % //'�/// �//// //// // // /\./ ♦ /sv� .o II 1 I ` I IIIII II I I ( II N.p 1rn0 . Q< p •0 Of PILE La 25-0820-02oo/P�f\ �/ o:- % UJ a PLJ,/ AUDUBON D I♦^7/// I - --------1076------------- -�LYcL *oo\ a N i I \ \ ' ''l '(�\t 1^=�1 ' v�\(90u0"` \\\ \\�\\\ \\ 1 \\ x'\ \ � ro� �/ /� /� m�'� _ /%////9%/�.////////�// //// ��///////y / ////5/0// 9//5//// /7 /// / //� �1,/ 4♦/r,.y+i/T + �'! \ J � N� 1 \ / /' / / / I /II J / I I II1 III ( aaaW I S£WZ Ii- 016.0.o 14.0 0-0 141 � 75.6 .. 192 14 2 6. .0 P ID, 00 ♦158 , M - P♦�/xa­ 0 g69( 6.11 1 Z ♦9, A4 952 q/9 I O O I - y r I , +, . 6COS6a?J\ 4 6 -PVC (PERPLAN)a + 4i4 ''• \ \ • .p t '� l / � / / / / t `� Q I I `flirt Ot 2 \ rn 19 19"It 2Z/9 O 2. / 952\ I O J, Fr r' -W OIC I \ \ \ Y,/ a 1 \\ \ \\\ \\ \\ / / / �-'� \ \ \I \�, ovin z I �geti� / 15"HDPE \ i — __V--+ CL +- ---- —952— �/ / i90� \ �/ — —953— s o / '7/oa o �32 rn 952— '4 0 h9 9 —S000O646.\ I v 1 1 \ \/� �.'i ` F; - 1e PT i_ T UT UE UE � UE E UE ��--- UE UE E +SUE ��—d1E �UE UE l\ UE UE � Z E UE UT - ASH \ 1 - -- - JERSEY BARRIER I m a 10 -PVC (PER PLAN) I RE: 956.22 (NVId aid) dIO.„Zl NORTH \ \ /\ AUDUBON ROAD 0 30 60 SCALE IN FEET \ / I�I I I I I ITI � 1 1 tui 01, 2016- 3:01pm - User:577 '✓ Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL, CHANHASSEN MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 8303 AUDUBON ROAD Certification I hereby certify that this survey, plan or reportwas prepared by me or under my direct supervision and that I am a duly Licensed LAND SURVEYOR under the laws of the State of Minnesota. IN_ Rick M. Blom Registration No. 21729 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this survey which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: Drawn: DL Approved: RMB Book/ Page: 1264/36 Phase: Initial Issued: 06/28/2016 Revision History No. Date By Submittal / Revision Sheet Title EXISTING CONDITIONS Sheet No. Revision C2.01 Project No. 20592 �N F -191O y r I , +, . 6COS6a?J\ 4 6 -PVC (PERPLAN)a + 4i4 ''• \ \ • .p t '� l / � / / / / t `� Q I I `flirt Ot 2 \ rn 19 19"It 2Z/9 O 2. / 952\ I O J, Fr r' -W OIC I \ \ \ Y,/ a 1 \\ \ \\\ \\ \\ / / / �-'� \ \ \I \�, ovin z I �geti� / 15"HDPE \ i — __V--+ CL +- ---- —952— �/ / i90� \ �/ — —953— s o / '7/oa o �32 rn 952— '4 0 h9 9 —S000O646.\ I v 1 1 \ \/� �.'i ` F; - 1e PT i_ T UT UE UE � UE E UE ��--- UE UE E +SUE ��—d1E �UE UE l\ UE UE � Z E UE UT - ASH \ 1 - -- - JERSEY BARRIER I m a 10 -PVC (PER PLAN) I RE: 956.22 (NVId aid) dIO.„Zl NORTH \ \ /\ AUDUBON ROAD 0 30 60 SCALE IN FEET \ / I�I I I I I ITI � 1 1 tui 01, 2016- 3:01pm - User:577 '✓ Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL, CHANHASSEN MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 8303 AUDUBON ROAD Certification I hereby certify that this survey, plan or reportwas prepared by me or under my direct supervision and that I am a duly Licensed LAND SURVEYOR under the laws of the State of Minnesota. IN_ Rick M. Blom Registration No. 21729 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this survey which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: Drawn: DL Approved: RMB Book/ Page: 1264/36 Phase: Initial Issued: 06/28/2016 Revision History No. Date By Submittal / Revision Sheet Title EXISTING CONDITIONS Sheet No. Revision C2.01 Project No. 20592 LEGEND • FOUND MONUMENTDca-I-¢ WATERMAIN ----- EASEMENT LINE 'JJLS O� 'qL1 / / / SET MONUMENT - D SANITARY SEWER - --- - SETBACK LINE S�N� 666 jggj / MARKED LS 47481 @--- DD --o STORM SEWER -A- RESTRICTED ACCESS 0 ELECTRIC METER DD , / / , / �--- -Q FLARED END SECTION ,,y CONCRETE CURB * LIGHT E(� UE -WQ ELECTRIC TRANSFORMER BUILDING LINE ®AIR CONDITIONERco--ur --M TELEPHONE PEDESTAL --------- BUILDING CANOPY � GUY ANCHOR c uc Y o-- � GAS METER � BITUMINOUS SURFACE P HANDICAP STALL -Ow- OVERHEAD WIRE CONCRETE SURFACE / `fas / 1111 ! / \ t^Z�n \ / Q UTILITY POLE -o- CHAIN LINK FENCE SJ9 '' \ LANDSCAPE SURFACE \ v� \ �` O POST -S- IRON FENCE n SIGN x- WIRE FENCE o DECIDUOUS TREE 3q� / �/ ,\� 5 ��� r'�i /tri/�.y a -13- WOOD FENCE -� qA, CONIFEROUS TREE / 942 Go jj�sg \ `` \ \ �' c� rat/ REMOVE EXISTING UTILITY LINE REMOVE EXIST CONCRETE CURB SAW CUT EXIST BITUMINOUS PAVEMENT - \ $ REMOVE EXISTING BITUMINOUS PAVEMENT \� \ \ REMOVE EXISTING CONCRETE PAVEMENT • om>\ REMOVE EXISTING BUILDING omr-I*z \ \ _ ,,,1 X946 ` + \ \ \3 N Z \ O Z REMOVE EXISTING GRAVEL DRIVE +++++++++++ 9 26"OAK +++(V/ 24"OAK REMOVE EXISTING LANDSCAPING y�\\ I I PROTECT AT ALL TIMES /c I ✓ �� `� ,\\\\ ` j` - SEE SHEET C4.01 NOTES \ _ \ I I I II / \� & SHEET L1..01 REMOVE EXISTING TREE \ , 1 l\ 953 REMOVE EXISTING %/-� �� \\\\\\ 11"BO\ 0 /f /' / i I \ i REMOVE EXISTING UTILITY REMOVE EXISTING CHAIN LINK FENCE REMOVE EXISTING LIGHT FIXTURE \\\,\a`\` \ / 29" REE 0 / DEMOLITION NOTES a I' \ 1. DEMOLITION NOTES ARE NOT COMPREHENSIVE. CONTRACTOR SHALL VISIT THE SITE PRIOR \ I `1 �� I I 1 \\ 9s \ \ \\ \\ \ \ \` \ / / \ TO CONSTRUCTION TO OBTAIN A CLEAR UNDERSTANDING OF THE INTENDED SCOPE OF IM I \\ WORK. 2. THE DESIGN SHOWN IS BASED ON ENGINEER'S UNDERSTANDING OF EXISTING CONDITIONS. THE EXISTING CONDITIONS SHOWN ON THIS PLAN ARE BASED UPON ALTA AND TOPOGRAPHIC PROTECT AT ALL TIMES \ MAPPING PREPARED BY SAMBATEK DATED 07-01-2016. IF CONTRACTOR DOES NOT ACCEPT SEE \ 9s' \\ \ \ \ \\ \ / / & SH ETT C4.01 NOTES h+\ \ EXISTING TOPOGRAPHY AS SHOWN ON THE PLANS WITHOUT EXCEPTION, CONTRACTOR SHALL \ PROTECT AT ALL TIMES 9 \ \ \ \ \ \\ \ \ \ ` -000000 \ _ _ _ _ J HAVE MADE, AT OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR SEE SHEET C4.01 NOTES 57- = ;-Issue \\ \\ \\\ \\ \\ \\ \\\ ` `\ / / / / 9�'a \\ \�\ AND SUBMIT IT TO THE OWNER FOR REVIEW. &SHEETL3.01 I \ \V\ II ` , ^I \ \ \ \ \ \ \ / (l \ m \ 3. THE CONTRACTOR IS RESPONSIBLE FOR DEMOLITION, REMOVAL, AND DISPOSING IN A ° °C \ ' zs"TREE o \ / 1 LOCATION APPROVED BY ALL GOVERNING AUTHORITIES AND IN ACCORDANCE WITH ry I \ 1,\ APPLICABLE CODES, OF ALL STRUCTURES, PADS, WALLS, FLUMES, FOUNDATIONS, PARKING, Dm -` / \ DRIVES, DRAINAGE STRUCTURES, UTILITIES, ETC., SUCH THAT THE IMPROVEMENTS SHOWN Q__ +j ��G - \ J I ON THE PLANS CAN BE CONSTRUCTED. ALL FACILITIES TO BE REMOVED SHALL BE UNDERCUT ,��• �i \\\ \ \\ \\\\ \\\ \ / / 94 r ` / / ` F TO SUITABLE MATERIAL AND BROUGHT TO GRADE WITH SUITABLE COMPACTED FILL 14"TREE / } `m +1 / / / I 1 �..� i ; ` , a MATERIAL PER THE GEOTECHNICAL REPORT AND/OR GEOTECHNICAL ENGINEER. ` \ o "LOCI Loc m $t< I 964 j \\\\ \\\ �\ \ �\ / / \ `~1 k / / / / \ r �, \ j 4. CLEARING AND GRUBBING: CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL DEBRIS FROM s -� THE SITE AND DISPOSING THE DEBRIS IN A LAWFUL MANNER. CONTRACTOR IS RESPONSIBLE 082 I I \ J _� - It \ \ ` \ \ \ \ \ \ FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND DISPOSAL. -959 \ `\ °o 6. CONTRACTOR SHALL COORDINATE WITH RESPECTIVE UTILITY COMPANIES PRIOR TO REMOVAL AND OR RELOCATION OF UTILITIES. CONTRACTOR SHALL COORDINATE WITH UTILITY II \ \ \ \ z o COMPANIES CONCERNING PORTIONS OF WORK WHICH MAY BE PERFORMED BY THE UTILITY \ \ \ \ \ \ COMPANIES' FORCES AND ANY FEES WHICH ARE TO BE PAID TO UTILITY COMPANIES FOR I L /95 �c�yo \ \ \ \\ osp \ \ SERVICES. CONTRACTOR IS RESPONSIBLE FOR PAYING ALL FEES AND CHARGES. PROTECT AT ALL TIMES SEE SHEET 04.01 NOTES I I \ \ - 2 \ \ \ \ \ \ \ / �` \ " 7. CONTRACTOR IS SPECIFICALLY CAUTIONED THAT LOCATIONS OF EXISTING UTILITIES SHOWN &SHEET L1.01 , 56 \ \ 961 \ / \\ \ \. \ \ \ \ 9 \ \ ___ _ - --' - � \ ON THIS PLAN HAVE BEEN DETERMINED FROM INFORMATION AVAILABLE. ENGINEER \ \ _ \� > \ J \\ ` \ ' \ ` \ ASSUMES NO RESPONSIBILITY FOR THE UTILITY MAPPING ACCURACY. PRIOR TO START OF I \ I 90� \ -" - _ \ \ -96e 9� / I \ \�� `\ \ \ \ \ . \ ANY DEMOLITION ACTIVITY, THE CONTRACTOR SHALL NOTIFY UTILITY COMPANIES 48 HOURS m _ - /�� _ rya \ \ \ \ \ I 1 \ PRIOR TO ANY EXCAVATION FOR ON-SITE LOCATIONS OF EXISTING UTILITIES. THE LOCATIONS )1_0111\ /g54� -� \ _� i / \ , BY CALLING MINNESOTA GOPHER l \ �� a OF UTILITIES SHALL BE OBTAINED BY THE CONTRACTOR IR / _ ! _ -! / /q 6/�9r�r� \\ \ \`` �\ / / \ 1\ \ \ \ i �h` STATE ONE CALL AT 800-252-1166 OR 651-454-0002. J\ 953- - _-- -- --- 54 . \ / 1 RA/NAGE QUAL/TY ` ` _ _ f _. - ._ _ _ . _ - i9 REMOVE GATE VALVE \ / I 8. THE MAPPING LOCATION OF ALL EXISTING SEWERS, PIPING, AND UTILITIES SHOWN ARE NOT / %EASEMENT PER PLAT `' - -'�. _ 95 i Js io -' I I / \ ` I TO BE INTERPRETED AS THE EXACT LOCATION, OR AS THE ONLY OBSTACLES THAT MAY OCCUR '- - �t �% �I a -j ON THE SITE. VERIFY EXISTING CONDITIONS AND PROCEED WITH CAUTION AROUND ANY REMOVE GATE VALVE - _ II I I \ I / i ANTICIPATED FEATURES. GIVE NOTICE TO ALL UTILITY COMPANIES REGARDING DESTRUCTION AND REMOVAL OF ALL SERVICE LINES AND CAP ALL LINES BEFORE PROCEEDING WITH WORK. 16"PRP N) I I I \V I / - rt, UTILITIES DETERMINED TO BE ABANDONED SHALL BE REMOVED IF UNDER THE BUILDING INCLUDING 10' BEYOND FOUNDATIONS. _ m » 150 5 "P PL I II I I Y I U •.' IIE:9 (E)� 9. ELECTRICAL, TELEPHONE, CABLE, WATER, FIBER OPTIC CABLE AND/OR GAS LINES NEEDING TO q' 6"PVC m ° .. IE: 46. S)' 1� 950.0 I \ W �/ / / / / BE REMOVED OR RELOCATED SHALL BE COORDINATED WITH THE AFFECTED UTILITY N IE:46.) 5z 1942.6(S) I I / COMPANY. ADEQUATE TIME SHALL BE PROVIDED FOR RELOCATION AND CLOSE PER PLAN C C1 I E:944.72�- REMOVE CATCH BASIN - - - - 14 942.45(W) I � / / / COORDINATION WITH THE UTILITY COMPANY 15 NECESSARY TO PROVIDE A SMOOTH 9 ----------------- ----------- E:944.82(W) I IE 942.416(N) : I TRANSITION IN UTILITY SERVICE. CONTRACTOR SHALL PAY CLOSE ATTENTION TO EXISTING L : ` I - - REMO FLIGHT I I m m I 4"MAP / \/ I I I I//� I I / g UTILITIES WITHIN THE ROAD RIGHT OF WAY DURING CONSTRUCTION. v 8'PVC o 4"MAP 4'MAP \ 3 MAP N /fl D - _ _ \ - I III I I I I + I / ) / m 10. CONTRACTOR MUST PROTECTTHE PUBLIC AT ALL TIMES WITH FENCING, BARRICADES, m - l 1 I / J J + / N ENCLOSURES, ETC., TO THE BEST PRACTICES. C- 53 U'REMOVE 1 % - & RELOCATE +9 - I I / / / I //' - \ 4 To ; " 11. CONTINUOUS ACCESS SHALL BE MAINTAINED FOR THE SURROUNDING PROPERTIES AT ALL I\ I BM#1 n HYDRANT & GATE VALVE II I//// / / / \\ \ rn TIMES DURING DEMOLITION OF THE EXISTING FACILITIES. SEE SHEET C6.01 ° L I \ \s H:954.46� L% v 1 TREES TO BE TRANSPLANTED r ( t /� / + \ - Q >I sr -1 I y$" SEE LANDSCAPE PLAN I I /� 6 / + \ 12. PRIOR TO DEMOLITION OCCURRING, ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED m / I I ` n +9 ° ' / / + \ 9 AND APPROVED BYTHE LOCAL AUTHORITY. cn A `� 13. CONTRACTOR SHALL LIMIT SAW -CUT & PAVEMENT REMOVAL TO ONLY THOSE AREAS WHERE 0 II ' / +953 0 HYDRANT & GATE OVAAVEREMOVE & REL I I / \ 1' �° \ \ , ~ IT IS REQUIRED AS SHOWN ON THESE CONSTRUCTION PLANS BUT IF ANY DAMAGE IS D - v / I m z SEE SHEET C6.o1 't ' \\ \ $9 INCURRED ON ANY OF THE SURROUNDING PAVEMENT, ETC. THE CONTRACTOR SHALL BE * RESPONSIBLE FOR ITS REMOVAL AND REPAIR. O BM#2 / t \ \ mL� - , // 95 nv 1 -- / TNH:955.37I I - - - - 14. CONTRACTOR TO PROTECT EXISTING FEATURES WHICH ARE TO REMAIN. DAMAGE TO ANY 1 m EXISTING CONDITIONS TO REMAIN WILL BE REPLACED AT CONTRACTOR'S EXPENSE. ( o� - FL' 951.28 \ m o CD /-77 940.02(SE) '9-a. �u v_ \ \\ 15. CONTRACTOR SHALL PREPARE AND SUBMIT TO THE GOVERNING AUTHORITY A TRAFFIC � 'L � n - I j I -I :$40.41(N) \ gv � AND/OR PEDESTRIAN TRAFFIC PLAN PER CITY/COUNTY/STATE STANDARDS TO BE APPROVED 3 \ / H I IE:9 .24(W) BY THE LOCAL GOVERNING AUTHORITY. - m o LDC i 1 1 i j �06. \•9 \� -�4: \ �_ 1 n I 1 11. 4II\ cA z 1`944- REEDS-. REEDS I ... m I m 1••1••I - 943- / a • - ° L I 17- \ \ -942' o I oC'1 � N I •�'I� I '.L$ m O v I Fnw� �y F I n -o+ e� \ f od \ \ 1 I THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS ISAUTILITY QUALITY LEVEL THIS QUALITY LEVEL WAS DETERMINED 953 /� 0 z FFE: 952.9 ! t c'/ ACCORDING TO THE GUIDELINES OF ASCE11138-02, TITLED STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING �� Q�N ��G) V I \ �A O D SUBSURFACE UTILITY DATA."THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING 5A- �� i" FEE: 953.0 awl Nom / / \` /F 1 �\\ �l I z F�• UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER GOPHER STATE ONE FOR MINNESOTA). THE © /. 2 Z O U) n CS / qp°j Y dd \ m m CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY O 6 / y i ' �r HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). I 0MNm \} INVERT AND F THE IF THE TILE LINE IS CTIVCTOR ENCOUNTERS E NO DIN TILE RAINTEIHIN THE ALL BESITE, HE BACKFILLOR SHE SHALL NOTIFY EDWTHOUT APPROVALEENGINEER WITH THE FROM THE PROJECT ENGINEEIR.N, 512E, _�_ I� _ __9J9__- \__ _ / / �°�� \ k' I�III III I �� ;$; NORTH 0 30 60 IT SHALL BE THE RESPONSIBILITY OF THE CONTRACrOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PIANS. \ II SCALE IN FEET 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. Eric T. Luth Registrati 475 Date: 07/01/2016 If applica ntact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title DEMOLITION PLAN Sheet No. Revision C2.02 Project No. 20592 —LEGEND PROPOSED EXISTING ' PROPERTY LIMIT -- STANDARD DUTY CURB & GUTTER —""""""'----------- ASPHALT PAVING r EASEMENT D — — — — — — — — HEAVY UTY -` //�\\` BUILDING --- �- ASPHALTPAVe-100ING ;000RETAINING WALL o0000000a =- /,� WETLAND LIMITS - - -- CONCRETE PAVING V A TREELINE A r ,kSAW �z�� A\ — SIGN CUT LINE T v \ PIPE BOLLARD \ � NUMBER OF PARKING i / \ \ STALLS PER ROW XX KEY NOTE I a "Op�� DEVELOPMENT NOTES 1. ALL DIMENSIONS ARE ROUNDED TO THE NEAREST TENTH FOOT. \V \ b \ 2. ALL DIMENSIONS SHOWN ARE TO THE FACE OF CURB TO FACE OF CURB UNLESS OTHERWISE NOTED. 3. CONTRACTOR SHALL REVIEW PAVEMENT GRADIENT AND CONSTRUCT "GUTTER OUT" WHERE WATER I I _ \ \ DRAINS AWAY FROM CURB. ALL OTHER AREAS SHALL BE CONSTRUCTED AS "GUTTER IN" CURB. V COORDINATE WITH GRADING CONTRACTOR. \l __ �— I '.. •` 4. ALL AREAS ARE ROUNDED TO THE NEAREST SQUARE FOOT. 15. ALL PARKING STALLS TO BE 9' IN WIDTH AND 18' IN LENGTH UNLESS OTHERWISE INDICATED. \ II PROPOSED -4.-1`` I 1 \ I� INFILTRATION BASIN \ / / 30' PRINCIPLE STRUCTURE SETBACK ` 6. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF BOTTOM EL. = 941.5 i I \ EXIT PORCHES, RAMPS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE 10-YRHWL=943.1 \ // I \ \ LOCATIONS. 100-YRHWL=944.3 7. SEE ARCHITECTURAL PLANS FOR PYLON SIGN DETAILS �. z 15' ACCESSORY STRUCTURRtSETBACK l,l 8 SEE ARCHITECTURAL PLANS FOR LIGHT POLE FOUNDATION DETAIL AND FOR EXACT LOCATIONS OF LIGHT ,—off �` (� •� E. 9. REFER TO FINAL PLAT FOR LOT BOUNDARIES, LOT NUMBERS, LOT AREAS, AND LOT DIMENSIONS. I I� 0 ( \. -•I 20' WETLAND BUFFER ) 10. ALL GRADIENTS ON SIDEWALKS ALONG THE ADA ROUTE SHALL HAVE A MAXIMUM LONGITUDINAL SLOPE OF 5% (1:20), EXCEPT AT CURB RAMPS (1:12), AND A MAXIMUM CROSS SLOPE OF 2.08% (1:48). THE / ` \ `• MAXIMUM SLOPE IN ANY DIRECTION ON AN ADA PARKING STALL OR ACCESS ISLE SHALL BE 2.08% (1:48). THE CONTRACTOR SHALL REVIEW AND VERIFY THE GRADIENT IN THE FIELD ALONG THE ADA ROUTES I \ PRIOR TO PLACING CONCRETE OR BITUMINOUS PAVEMENT. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE IS A DISCREPANCY BETWEEN THE GRADIENT IN THE FIELD VERSUS THE DESIGN GRADIENT AND COORDINATE WITH GRADING CONTRACTOR. 11. "NO PARKING" SIGNS SHALL BE PLACED ALONG ALL DRIVEWAYS AS REQUIRED BY CITY. IF F♦� \\ IL —1 \\ I \\ 6"LOCI--___-- L F __ _ \ F B I' � o000o c�6 /0000000000000 �� \\\ p Q• `�� \\ II I \ tio° D \ \ B 20.0 1 \ Iz I 9 1112 D v 8'1 C ; 9.0 ;I, \ _ _ R Ic I �' • Q,�o 930 o Q1o• \ \ 9S PS G N ` R I 1326.0 I' o J(D I I � 10"LOC .LOC I j I THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS ISA UTILITY QUALITY LEVEL . THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF ASCE/CI 38-02, TITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING ' SUBSURFACE UTILITY DATA."THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING ; I. UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE I CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES(UNDERGROUND AND OVERHEAD(. F THE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, INVERT AND IF THE TILE LINE IS ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. IT SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. J0 01, 2016 - 3.03pm - Useo571 L.\PROJECTS\20592\dwg\Civil\Preliminary\20592-0-SITE dwg KEY NOTES A. BUILDING, STOOPS, STAIRS SEE ARCHITECTURAL PLANS. B. B-612 CONCRETE CURB AND GUTTER. C. "DO NOT ENTER" SIGN. D. "ONE WAY ONLY" SIGN. E. ACCESSIBLE PARKING SIGN. F. SEGMENTAL BLOCK RETAINING WALL G. ACCESSIBLE RAMP. H. "NO PARKING" SIGN. / / I � I \ i \ I A NORTH 0 30 60 SCALE IN FEET w r � 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. �w Eric T. Luth _,L NN Registratio aW475 Date: 07/01/2016 If applica , ontact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed:ETL Drawn:JEB Approved:ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title SITE PLAN Sheet No. Revision C3.01 Project No. 20592 Ia I I• ID .LOC I j I THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS ISA UTILITY QUALITY LEVEL . THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF ASCE/CI 38-02, TITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING ' SUBSURFACE UTILITY DATA."THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING ; I. UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE I CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES(UNDERGROUND AND OVERHEAD(. F THE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, INVERT AND IF THE TILE LINE IS ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. IT SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. J0 01, 2016 - 3.03pm - Useo571 L.\PROJECTS\20592\dwg\Civil\Preliminary\20592-0-SITE dwg KEY NOTES A. BUILDING, STOOPS, STAIRS SEE ARCHITECTURAL PLANS. B. B-612 CONCRETE CURB AND GUTTER. C. "DO NOT ENTER" SIGN. D. "ONE WAY ONLY" SIGN. E. ACCESSIBLE PARKING SIGN. F. SEGMENTAL BLOCK RETAINING WALL G. ACCESSIBLE RAMP. H. "NO PARKING" SIGN. / / I � I \ i \ I A NORTH 0 30 60 SCALE IN FEET w r � 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. �w Eric T. Luth _,L NN Registratio aW475 Date: 07/01/2016 If applica , ontact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed:ETL Drawn:JEB Approved:ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title SITE PLAN Sheet No. Revision C3.01 Project No. 20592 THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS ISA UTILITY QUALITY LEVEL . THIS QUALITY LEVEL WAS DETERMINED tea' / •�.��V` •� �'• ' ACCORDING TO THE GUIDELINES OF ASCE/CI 38-02, TIRED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY- ANDOVERHEAD.ANY ALL UTILITIES UNDERGROUND r HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE N ) I r / rr IF THE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, INVERTAND IF THE TILE LINE IS ACrIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. // //9///rr %� / / 9`�9\ \ `• IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANT / /qip, / yJ / \ l \ �•�\ \ a"- 2� 1-3 j / 1! x 1 3 \ r "M \\ \ \ '•�� .42.2 t r mac\ \ y` ` \ <n o rel •�•`-`�\ \ i -LEGEND PROPERTY LIMIT CURB & GUTTER STORM SEWER DRAINTILE BUILDING RETAINING WALL WETLAND LIMITS TREELINE SPOT ELEVATION CONTOUR RIP RAP OVERFLOW ELEV. SOIL BORINGS pDZ \ \\_..._ ' 7/ 1-�._"•. '�.•� �' ,o 'Y a1A t f ) \ c�z u; ^J1g,�\PROPOSED 45� �� x � �� i `� INFILTRATION BASIN tt, BOTTOM EL = 9415 r 9 m 10-YRHWL=943.1 r/ �( F f 100 -YR HWL 944.3 ` /" x 45y4 A ;fill A I I \1 s � •sem �. � l) i CU J r 9� m z m `rte 1943 '\ 944 r� )� I C 945 \ ... 946• \ z .Z7 0 ,t 0+ INFILTRATION BASIN CONSTRUCTION NOTES 1. INFILTRATION BASIN CONSTRUCTION REQUIREMENTS: IINCI LJDFS ALL DEVICES USING FILTRATION THROUGH A SOIL MEDIUM TO CAPTURE STORM Ia1to] 9 l.a. THE INFILTRATION BASIN SHALL BE EXCAVATED TO NO LOWER THAN 2.0 FEET ABOVE FINISHED GRADE DURING CONSTRUCTION WITH THE EXCEPTION OF INSTALLING THE INLET FLARED END SECTION (IF APPLICABLE). ONCE STREET AND UTILITY CONSTRUCTION CEASES AND "FINAL STABILIZATION" (AS DEFINED ACCORDING TO MNRl000001 CONSTRUCTION STORM WATER PERMIT SECTION IV.G) OF CONTRIBUTING DRAINAGE AREA HAS BEEN COMPLETED, AND ONLY AFTER THE OWNER'S ENGINEER AUTHORIZES CONTRACTOR TO PROCEED, INFILTRATION BASIN SHALL BE EXCAVATED TO FINISHED GRADE. 1.b. HEAVY EQUIPMENT SHALL NOT TRAVEL WITHIN THE INFILTRATION BASIN AREA. EXCAVATION WITHIN THE INFILTRATION BASIN SHALL BE PERFORMED BY USE OF A BACKHOE BUCKET WITH TEETH. CONTRACTOR SHALL DISC OR TILL THE SOILS IF REQUIRED BY THE SOILS ENGINEER. l.c. INFILTRATION BASIN SHALL BE PROTECTED BY SILT FENCE DURING ALL CONSTRUCTION ACTIVITIES. ALL DEPOSITED SEDIMENT DURING CONSTRUCTION ACTIVITY SHALL BE PROPERLY DISPOSED OF DOWNSTREAM OF INFILTRATION BASIN, IF POSSIBLE. l.d. ALL FLARED END SECTION INLETS AND CATCH BASIN MANHOLE INLETS SHALL HAVE INLET EROSION CONTROL PROTECTION IN PLACE UNTIL FINAL STABILIZATION BASIN HAS OCCURRED. I.e. ABOVE THE INFILTRATION BASIN OUTLET ELEVATION, INCLUDING THE BERM AND DISTURBED AREAS, A MINIMUM OF 4" DEPTH OF TOPSOIL MATERIAL SHALL BE PLACED TO THE FINISHED GRADE ELEVATION. TOPSOIL SHALL MEET (MN/DOT) SPECIFICATION. THE AREA SHALL BE SEEDED WITH MN STATE SEED MIXTURE 25-131 (LOW MAINTENANCE TURF) APPLIED AT A RATE OF 220 LBS/ACRE, OR MN STATE SEED MIXTURE 35-241 (MESIC PRAIRIE GENERAL) APPLIED AT A RATE OF 36.5 LBS/ACRE. SOD MEETING (MN/DOT) SPECIFICATION 3878.2-8 CAN BE SUBSTITUTED FOR SEED. SEED APPLICATION PROCEDURE: MIXTURE APPLICATION PROCEDURES SHALL FOLLOW (MN/DOT) SPECIFICATION 2575.3. SEED SHALL BE SECURED BY USE OF (MN/DOT) SPECIFICATION 3885 CATEGORY 1 EROSION BLANKET. Jul 01. 2016 - 3:04nm - UsecS77 (/ r;. ABSENT A SOIL TEST, FERTILIZER MEETING ANALYSIS 22-5-10 (NPK) 80% W.I.N. SHALL BE APPLIED AT A RATE OF 350 LBS/ACRE FOR SEED MIXTURE 25-131, OR FERTILIZER WITH AN ANALYSIS OF 18-1-8 (NPK) (FOR LOAMS, CLAY LOAM SOIL), OR 17-10-7 (NPK) (FOR SANDS WITH LESS THAN 30% ORGANIC AND CLAY MATTER) NATURAL BASE SHALL BE APPLIED AT A RATE OF 150 LBS ACRE FOR SEED MIXTURE 3S-241. l.f. BELOW THE INFILTRATION BASIN OUTLET, INCLUDING BASIN FLOOR, PLACE PLANTING MEDIUM SOIL BASED ON - SITE SOIL CONDITIONS, AND ALSO BASED ON LANDSCAPE ARCHITECT, WATERSHED, AND/OR CITY RECOMMENDATIONS (SEE DETAIL ON PLAN). DISTURBED AREAS TO BE SEEDED WITH MN STATE SEED MIXTURE 33-261 (STORMWATER SOUTH AND WEST). APPLIED AT A RATE OF 35 LBS/ACRE. DRAINTILE INSTALLATION (IF REQUIRED) SHALL BE INSTALLED CONCURRENTLY WITH FLOOR CONSTRUCTION. NOTE: INFILTRATION BASIN FLOOR EXCAVATING, PLANTING MEDIUM SOIL PLACEMENT, DRAINTILE INSTALLATION, ETC. SHALL TAKE PLACE ONLY AFTER THE OWNER'S ENGINEER AUTHORIZES CONTRACTOR TO PROCEED AND AFTER INFILTRATION BASIN SIDESLOPES (ABOVE OUTLET ELEVATION) HAVE UNDERGONE "FINAL STABILIZATION" WHICH INCLUDES FLUSHING OUT ACCUMULATED SILT AND SEDIMENT FROM CONTRIBUTING STORM SEWER. EXCAVATED BASIN MATERIAL SHALL BE DISPOSED OF DOWNSTREAM OF BASIN AREA, IF POSSIBLE, OR OFF-SITE. SEED APPLICATION PROCEDURE: MIXTURE APPLICATION PROCEDURES SHALL FOLLOW (MN/DOT) SPECIFICATION 2575.3. SEED SHALL BE SECURED BY USE OF HYDRO MULCH, OR SECURED BY (MN/DOT) SPECIFICATION 3885 CATEGORY 1 OR CATEGORY 3 EROSION BLANKET. ABSENT A SOIL TEST, FERTILIZER WITH AN ANALYSIS OF 18-1-8 (NPK) (FOR LOAMS, CLAY LOAM SOIL), OR 17-10-7 (NPK) (FOR SANDS WITH LESS THAN 30% ORGANIC AND CLAY MATTER), NATURAL BASE SHALL BE APPLIED AT A RATE OF 120 LBS/ACRE. 1.g. CONTRACTOR SHALL RESEED OR REPLANT ANY AREAS ON WHICH THE ORIGINAL SEED HAS FAILED TO GERMINATE AS DIRECTED BY THE OWNER'S ENGINEER. 1.h. IF ALTERNATIVE METHODS OF INFILTRATION BASIN CONSTRUCTION ARE PROPOSED BY THE CONTRACTOR, THOSE ALTERNATIVE METHODS WILL REQUIRE WRITTEN APPROVAL BY THE OWNER'S ENGINEER. 1.i. COSTS FOR REMOBILIZATION (IF REQUIRED) TO COMPLETE INFILTRATION BASIN CONSTRUCTION WILL BE CONDUCTED AT THE CONTRACTOR'S EXPENSE. PROPOSED - - pop too EXISTING -- 902.5 X ST 5 902.5 NORTH 0 30 60 SCALE IN FEET ;;;;;xC ' 1 INC10 191 1. PROPOSED CONTOURS ARE TO FINISHED SURFACET ELEVA ION. SPOT ELEVATIONS ALONG PROPOSED CURB DENOTE GUTTER GRADE. 2. CONTRACTOR SHALL REVIEW PAVEMENT GRADIENT AND CONSTRUCT "GUTTER our, WHERE WATER DRAINSAWAY FROM CURB. ALL OTHER AREAS SHALL BE CONSTRUCTED AS "GUTTER IN" CURB. 3. ALL GRADIENT ON SIDEWALKS ALONG THE ADA ROUTE SHALL HAVE A MAXIMUM LONGITUDINAL SLOPE OF 5% (1:20), EXCEPT AT CURB RAMPS (1:12), AND A MAXIMUM CROSS SLOPE OF 2.08% (1:48). MAXIMUM SLOPE IN ANY DIRECTION ON AN ADA PARKING STALL OR ACCESS AISLE SHALL BE IN 2.08% (1:48). CONTRACTOR SHALL REVIEW AND VERIFY THE GRADIENT IN THE FIELD ALONG THE ADA ROUTES PRIOR TO PLACING CONCRETE OR BITUMINOUS. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE IS A DISCREPANCY BETWEEN THE GRADIENT IN THE FIELD VERSUS THE DESIGN GRADIENT. COORDINATE ALL WORK WITH PAVING CONTRACTOR. 4. CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 5. SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY 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 THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. 6. CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE OWNER'S SOILS ENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S SOILS ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER. A GEOTECHNICAL ENGINEERING SOILS REPORT HAS BEEN COMPLETED BY: COMPANY: ADDRESS: PHONE: DATED: CONTRACTOR SHALL OBTAIN A COPY OF THE SOILS REPORT. 7. CONTRACTOR SHALL COMPLETE DEWATERING AS REQUIRED TO COMPLETE THE SITE GRADING CONSTRUCTION. fA \ '=Y •.f-y\x.. i ,' �. 8. PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL SHALL BE PERFORMED ON THE STREET AND PARKING AREA \ 1 !r \ SUBGRADE. CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THE TEST ROLLING SHALL BE AT THE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE SOILS ENGINEER. \ ��.• CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILS ENGINEER. iX,. 9. REPLACE ALL SUBGRADE SOIL DISTURBED DURING THE CONSTRUCTION THAT HAVE BECOME UNSUITABLE AND WILL NOT PASS A r / TEST ROLL REMOVE UNSUITABLE SOIL FROM THE SITE AND IMPORT SUITABLE SOIL AT NO ADDITIONAL COST TO THE OWNER. 10. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTSTO CONTROLTHE MOVEMENT OF TRAFFIC Y' \A WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. 11. EXISTING TREES AND OTHER NATURAL VEGETATION WITHIN THE PROJECT AND/OR ADJACENTTO THE PROJECT ARE OF PRIME t \ CONCERN TO THE CONTRACTOR'S OPERATIONS AND SHALL BE A RESTRICTED AREA. CONTRACTOR SHALL PROTECT TREES TO REMAIN AV A AT ALL TIMES, EQUIPMENT SHALL NOT NEEDLESSLY BE OPERATED UNDER NEARBY TREES AND EXTREME CAUTION SHALL BE / J �, f,%, EXERCISED WHEN WORKING ADJACENT TO TREES, SHOULD ANY PORTION OF THE TREE BRANCHES REQUIRE REMOVAL TO PERMIT OPERATION OF THE CONTRACTOR'S EQUIPMENT, CONTRACTOR SHALL OBTAIN THE SERVICES OF A PROFESSIONAL TREE TRIMMING j r \ SERVICE TO TRIM THE TREES PRIOR TO THE BEGINNING OF OPERATION. SHOULD CONTRACTOR'S OPERATIONS RESULT IN THE BREAKING Of ANY LIMBS, THE BROKEN LIMBS SHOULD BE REMOVED IMMEDIATELY AND CUTS SHALL BE PROPERLY PROTECTED TO MINIMIZE ANY LASTING DAMAGE TO THE TREE. NO TREES SHALL BE REMOVED WITHOUT AUTHORIZATION BY THE ENGINEER. COSTS FOR TRIMMING SERVICES SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONSTRUCTION AND NO SPECIAL PAYMENT WILL BE MADE. 11.a. RESTRICTED AREAS SHALL INCLUDE ALL DESIGNATED TREED AREAS OUTSIDE OF THE DESIGNATED CONSTRUCTION ZONE. ALL VEGETATION WITHIN THE RESTRICTED AREAS SHALL REMAIN. ll.b. CONTRACTOR SHALL RESTRICT ALL GRADING AND CONSTRUCTION ACTIVITIES TO AREAS DESIGNATED ON THE PLANS. ACTIVITIES WITHIN THE CONSTRUCTION MAY BE RESTRICTED TO A NARROWER WIDTH IN THE FIELD TO SAVE ADDITIONAL ----- Tw'47'0 a ` i+� TREES AS DIRECTED BY THE OWNER. 50.12 � 9(v:47.0 °� -� 1 / V:50.5 L \\ �- // /, J I ` ! 11.c. ACTIVITIES PROHIBITED OUTSIDE OF THE CONSTRUCTION BOUNDARIES WOULD INCLUDE, BUT NOT BE LIMITED TO: SOIL 1:47.0 ! \\ / AND OTHER MATERIAL STOCKPILING, EQUIPMENT OR MACHINERY STORAGE, DRIVING OF ANY VEHICLE, LEAKAGE OR ' 50.52 c \ �L �t \ / ' �\ �. \ SPILLAGE OF ANY "WASHOUT" OR OTHER TOXIC MATERIAL. THE COLLECTION OF OTHER DEBRIS AND SOIL STOCKPILING ]-f-Jk _ WILL BE IN AN AREA DETERMINED ON-SITE BY THE ENGINEER. - Tiff ��h 1 ` (\ \ 'i \'•�\���\ li.d. ALL RESTRICTED AREAS SHALL BE FENCED OFF WITH BRIGHT ORANGE POLYETHYLENE SAFETY NETTING AND STEEL STAKES AS SHOWN ON THE TREE PROTECTION DETAIL. AT NO TIME SHALL THIS FENCING BE REMOVED OR ACTIVITY OF ANY KIND TAKE \ \ ` PLACE WITHIN IT. FINAL PLACEMENT OF ALL PROTECTIVE FENCING SHALL BE COMPLETE BEFORE ANY WORK COMMENCES � 51. `y � ,`� �` � : \ 9� \`�� t.•tLt \\ �\ � � \1 \� ��\ \ ON-SITE. 11.e. BEFORE COMMENCING WITH ANY EXCAVATION CONTRACTOR SHALL COMPLETE ALL PREPARATORY WORK REGARDING TREE REMOVAL, ROOT PRUNING, TREE PRUNING AND STUMP REMOVAL TO THE SATISFACTION OF THE OWNER. 5I:52 HP `,,• \ \� \\�\ \ \ \ `� \ 111 PREPARATORY WORK SHALL INCLUDE THE FOLLOWING AND SHALL BE COMPLETED UNDER THE DIRECT SUPERVISION OF THE .` •� \ ":`L \\\\ OWNER'S REPRESENTATIVE: Ahs/ 95 111a. TREE REMOVAL: CONTRACTOR SHALL FELL THE TREES. AT NO TIME SHALL TREES BE BULLDOZED OUT, BUT SHALL BE CUT 2 �'� \ \ V, DOWN AND STUMPS REMOVED SEPARATELY. PRIOR TO THE FELLING OF ALL TREES, PROPER REMOVAL OF A PORTION OR ` J J' \`\\ .t ALL OF THE CANOPY SHALL BE COMPLETED SO THAT TREES IN THE RESTRICTED AREAS SHALL NOT BE INJURED IN THE -- - - - n \ PROCESS. HP if ll.f.b. ROOT PRUNING: BEFORE ANY STUMPS ARE TO BE REMOVED, ALL ROOTS SHALL BE SEVERED FROM ROOTS IN THE - -` RESTRICTED AREAS BY SAW CUTTING WITH A VERMEER DESIGNED FOR ROOT PRUNING BY HAND OR WITH A $2.40 J3P 5 40 'd-'" 52.40 oJhti N1 `. CHAINSAW. TREE ROOTS PROJECTING INTO THE CONSTRUCTION ZONE SHALL BE EXPOSED PRIOR TO ROOT PRUNING ' WITH SMALL MACHINERY, LE..., BOBCAT. j t , Si.f.c. STUMP REMOVAL: AT SUCH TIME THAT ROOTS HAVE BEEN PROPERLY SEVERED, STUMPS MAY BE REMOVED. WHERE REMOVAL OF CERTAIN STUMPS COULD CAUSE DAMAGE TO EXISTING PROTECTED TREES, TREE STUMPS SHALL BE GROUND OUT. ALL STUMP REMOVAL SHALL BE UNDER THE DIRECT SUPERVISION OF THE OWNER'S REPRESENTATIVE. i ll.f.d. TREE PRUNING: PROPER PRUNING OF TREES IN THE RESTRICTED ZONE SHALL BE DIRECTED BY AND SUPERVISION AT ALL '51. $0 II - \ rn TIMES BY THE OWNER'S REPRESENTATIVE. 952 53.W . 1 f f� j 6�' /i °�' / ' ll.g. AN OWNER's REPRESENTATIVE WILL BE AVAILABLE AT ALL TIMES DURING THE PREPARATORY AND CONSTRUCTION PERIOD. ' ! IL., 942416!11Ji ,( `s I �q / 11.h. MULCH RATHER THAN SEED OR SOD WILL BE USED AT THE BASE OF QUALITY TREES TO A PERIMETER DETERMINED BY THE "11 - e / OWNER'S REPRESENTATIVE. AREAS TO BE SEEDED FOR EROSION CONTROL PURPOSES WITHIN THE CONSTRUCTION ZONE / ARE TO BE DETERMINED BY THE OWNER'S REPRESENTATIVE. NATURAL GROUND COVER WILL BE MAINTAINED WHEREVER - POSSIBLE I 1 I 11.1. THE USE OF RETAINING WALLS NEAR TREES, IN ADDITION TO THOSE REQUIRED ON THE PLANS SHALL BE DETERMINED IN THE FIELD, BASED ON TREE LOCATIONS AND TOPOGRAPHY. ANSION I \ x 12. EXCAVATE TOPSOIL FROM AREAS TO BE FURTHER EXCAVATED OR REGRADED AND STOCKPILE IN AREAS DESIGNATED ON THE SITE. I r 1 \ CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR RESPREADING ON THE SITE AS SPECIFIED. EXCESS TOPSOIL SHALL BE PLACED IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. CONTRACTOR SHALL SUBCUT CUT AREAS, i WHERE TURF IS TO BE ESTABLISHED, TO A DEPTH OF 6 INCHES. RESPREAD TOPSOIL IN AREAS WHERE TURF IS TO BE ESTABLISHED TO A MINIMUM DEPTH OF 6 INCHES. 53.00 13. TRENCH BORROW CONSTRUCTION: IF ALLOWED BY THE OWNER, CONTRACTOR SHALL COMPLETE "TRENCH BORROW" EXCAVATION j / IN AREAS DIRECTED BY THE ENGINEER IN ORDER TO OBTAIN STRUCTURAL MATERIAL. TREES SHALL NOT BE REMOVED OR DAMAGED 53.00 .90) P t r�\ \ ,\\ \ �9�, AS A RESULT OF THE EXCAVATION, UNLESS APPROVED BY THE ENGINEER. THE EXCAVATION SHALL COMMENCE A MINIMUM OF 10 :y 4, \. \ \ \ < FEET FROM THE LIMIT OF THE BUILDING PAD. THE EXCAVATION FROM THIS LIMIT SHALL EXTEND AT A MINIMUM SLOPE OF 1 FOOT /' \�\ �\ \\ HORIZONTAL TO 1 FOOT VERTICAL (1:1) DOWNWARD AND OUTWARD FROM THE FINISHED SURFACE GRADE ELEVATION. THE TRENCH BORROW EXCAVATION SHALL BE BACKFILLED TO THE PROPOSED FINISHED GRADE ELEVATION, AND SHALL BE COMPACTED IN ACCORDANCE WITH REQUIREMENTS OF THE QUALITY COMPACTION METHOD AS OUTLINED IN MN/DOT SPECIFICATION 2105.3F2. SNOW FENCE SHALL BE FURNISHED AND PLACED ALONG THE PERIMETER OF THE TRENCH BORROW AREA WHERE THE SLOPES EXCEED 2 FOOT HORIZONTAL TO 1 FOOT VERTICAL (2:1). 4 \\ 14. FINISHED GRADING SHALL BE COMPLETED, CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING, INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITH UNIFORM LEVELS OR SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS AND EXISTING GRADES. AREAS THAT HAVE BEEN FINISHED GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTION OPERATIONS, TRAFFICAND EROSION. REPAIR 2. PERFORMANCE TESTING OF INFILTRATION BASINS: i" ALL AREAS THAT HAVE BECOME RUTTED, ERODED OR HAS SETTLED BELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE TO BE CONDUCTED IF DESIGNINFILTRATION RATE WAS VERIFIED ACCORDING TO ASTM D-3385-03 "STANDARD TEST METHOD \ / `- CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO EQUAL OR BETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF FOR INFILTRATION RATE OF SOILS IN FIELD USING DOUBLE -RING INFILTROMETER".) \ -"�\ / THE NEW WORK. -.?v X15. TOLERANCES ALL COSTS RELATED TO THE PERFORMANCE INFILTRATION TESTING SHALL PAID BY THE OWNER, EXCEPT AS NOTED. THE INFILTRATION BASINS WILL BE TESTED IN ACCORDANCE TO THE FOLLOWINGG PROCEDURE: 15.a. THE RESIDENTIAL BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.30 FOOT ABOVE, __ ,�- j'--� OR 0.30 FOOT BELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE. 2.a. A MINIMUM OF TWO INFILTRATION TESTS SHALL BE COMPLETED FOR EACH INFILTRATION BASIN (0.5 ACRE FLOOR _ f9M 9� MMER IAL ILDIN --/f- 3 15.b. THE CO C BU G SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.10 FOOT ABOVE, AREA OR LESS). THE REQUIRED NUMBER OF r-E5T5 SHALL BE VERIFIED WITH THE SOILS ENGINEER AND THE GOVERNING AUTHORITIES. THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE. / ( -' I OR 0.10 FOOT BELOW' ' I 15.c. THE STREET OR PARKING AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.05 FOOT 2.b. TWO ADDITIONAL TESTS WILL BE REQUIRED FOR EACH 0.5 ACRE OF INFILTRATION BASIN FLOOR AREA. \, ABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE. 2.c. TEST PROCEDURE WILL FOLLOW ASTM D-3385-09 "STANDARD TEST METHOD FOR INFILTRATION RATE OF SOILS IN FIELD USING DOUBLE -RING INFILTROMETER". R \\\ 15.d. AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.30 FOOT ABOVE OR BELOW THE REQUIRED ELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER. 2.d. TEST WILL BE CONDUCTED AT THE FINISHED BASIN FLOOR ELEVATION. \:-_ \� ` it if { - o 1 { I. `' j �� I ` rm' 15.e. TOPSOIL SHALL BE GRADED TO PLUS OR MINUS 1/2 INCH OF THE SPECIFIED THICKNESS. 2.e. TEST WILL BE FOR A PERIOD AS OUTLINED IN ASTM D-3385-09. Ili ' {' +; i' If ^' '.," I • I 1 ! I ;; ) •,,�� I 16. AFTER THE SITE GRADING IS COMPLETED, IF EXCESS OR SHORTAGE OF SOIL MATERIAL EXISTS, CONTRACTOR SHALL TRANSPORT ALL ' EXCESS SOIL MATERIAL OFF THE SITE TO AN AREA SELECTED BY THE CONTRACTOR, OR IMPORT SUITABLE MATERIAL TO THE SITE. 2.f. THE TEST RESULTS WILL BE AVERAGED TO OBTAIN THE INFILTRATION RATE USED FOR ACCEPTANCE. /A I , 1 I I i � I 1 i - �� f I ± I ,! 1 1 `t 1 17. CONTRACTOR SHALL DETERMINE THE LOCATION OF ANY HAUL ROADS THAT MAYBE REQUIRED TO COMPLETE THE SITE GRADING HI 2.g. THE LOWEST MEASURED INFILTRATION RATE SHALL EXCEED THE DESIGN INFILTRATION RATE OF 0.2 INCHES/HOUR. I ' L CONSTRUCTION AND SHALL INDICATE HAUL ROADS ON EROSION AND SEDIMENT CONTROL "SITE MAP". CONTRACTOR SHALL EASURED INFILTRATION RATES MUST MEET OR EXCEED THE DESIGN RATE OF 0.21NCHES/HOUR \\ Id �,!11 COMPLY WITH THE REQUIREMENTS OF THE GOVERNING AUTHORITY OF EACH ROADWAY. CONTRACTOR SHALL POST WHATEVER 2. h. THE AVERAGE OF THE M / 20R,_,_ FL: 937.60 SECURITY, AND COMPLY WITH ALL CONDITIONS WHICH ARE REQUIRED BY EACH GOVERNING AUTHORITY OF EACH ROADWAY. DIVIDED BY THE CORRECTION FACTOR USED IN CALCULATING THE DESIGN RATE AS NOTED IN TABLE 12.INF.8 FROM ''- ;- I THE LATEST EDITION OF THE MINNESOTA STORMWATER MANUAL I \ I'9�`)iR I AN 18 LOCAL RETAIAUT AUTHORITY CERTIFIED ENGINEERING DRAWINGS, DESIGNNG WALL(S) SHALL BE CONSTRUCTED OF MODULAR CALCULATIONS UTLATIIONS AND OIL BORINGS. SUBMIT OR SHALL CERTIFIED ENGINEER FOR IF THE INFILTRATION RATE AS TESTED DOES NOT MEET OR EXCEED THE REQUIRED RATE AS DETERMINED ABOVE, ;, \P +. - + ' , 1 { ff j CONTRACTOR WILL BE REQUIRED TO COMPLETE SOIL CORRECTIVE AND/OR SOIL REPLACEMENT WORK AS NECESSARY \ IL I . (j { I I THE RETAINING WALL(S) SHALL PROVIDE CONSTRUCTION OBSERVATIONS OF THE RETAINING WALL IMPROVEMENT, AND A LETTER WITHIN THE INFILTRATION BASIN AREA AT THE CONTRACTOR'S EXPENSE UNTIL THE INFILTRATION RATE AS TESTED r' ' (! I t CERTIFYING THE INSTALLATION OF THE WALL(5) WAS CONSTRUCTED IN CONFORMANCE WITH THE PLANS AND SPECIFICATIONS. ';I EXCEEDS THE REQUIRED RATE AS DETERMINED ABOVE, SUBSEQUENT RE -TESTING WILL BE REQUIRED UNTIL THE INFILTRATION AS TESTED EXCEEDS THE REQUIRED RATE AS DETERMINED ABOVE. RE -TESTING SHALL BE AT THE CONTRACTOR'S EXPENSE AND WILL BE DEDUCTED FROM THE AMOUNT DUE THE CONTRACTOR. ''•;� I ksbateam k www. Sam bate k.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. A Eric T. Luth Registrati 475 Date: 07/01/2016 If applica ntact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn:JEB Approved: ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title GRADING PLAN Sheet No. Revision C4.01 Project No. 20592 F f (/ r;. ABSENT A SOIL TEST, FERTILIZER MEETING ANALYSIS 22-5-10 (NPK) 80% W.I.N. SHALL BE APPLIED AT A RATE OF 350 LBS/ACRE FOR SEED MIXTURE 25-131, OR FERTILIZER WITH AN ANALYSIS OF 18-1-8 (NPK) (FOR LOAMS, CLAY LOAM SOIL), OR 17-10-7 (NPK) (FOR SANDS WITH LESS THAN 30% ORGANIC AND CLAY MATTER) NATURAL BASE SHALL BE APPLIED AT A RATE OF 150 LBS ACRE FOR SEED MIXTURE 3S-241. l.f. BELOW THE INFILTRATION BASIN OUTLET, INCLUDING BASIN FLOOR, PLACE PLANTING MEDIUM SOIL BASED ON - SITE SOIL CONDITIONS, AND ALSO BASED ON LANDSCAPE ARCHITECT, WATERSHED, AND/OR CITY RECOMMENDATIONS (SEE DETAIL ON PLAN). DISTURBED AREAS TO BE SEEDED WITH MN STATE SEED MIXTURE 33-261 (STORMWATER SOUTH AND WEST). APPLIED AT A RATE OF 35 LBS/ACRE. DRAINTILE INSTALLATION (IF REQUIRED) SHALL BE INSTALLED CONCURRENTLY WITH FLOOR CONSTRUCTION. NOTE: INFILTRATION BASIN FLOOR EXCAVATING, PLANTING MEDIUM SOIL PLACEMENT, DRAINTILE INSTALLATION, ETC. SHALL TAKE PLACE ONLY AFTER THE OWNER'S ENGINEER AUTHORIZES CONTRACTOR TO PROCEED AND AFTER INFILTRATION BASIN SIDESLOPES (ABOVE OUTLET ELEVATION) HAVE UNDERGONE "FINAL STABILIZATION" WHICH INCLUDES FLUSHING OUT ACCUMULATED SILT AND SEDIMENT FROM CONTRIBUTING STORM SEWER. EXCAVATED BASIN MATERIAL SHALL BE DISPOSED OF DOWNSTREAM OF BASIN AREA, IF POSSIBLE, OR OFF-SITE. SEED APPLICATION PROCEDURE: MIXTURE APPLICATION PROCEDURES SHALL FOLLOW (MN/DOT) SPECIFICATION 2575.3. SEED SHALL BE SECURED BY USE OF HYDRO MULCH, OR SECURED BY (MN/DOT) SPECIFICATION 3885 CATEGORY 1 OR CATEGORY 3 EROSION BLANKET. ABSENT A SOIL TEST, FERTILIZER WITH AN ANALYSIS OF 18-1-8 (NPK) (FOR LOAMS, CLAY LOAM SOIL), OR 17-10-7 (NPK) (FOR SANDS WITH LESS THAN 30% ORGANIC AND CLAY MATTER), NATURAL BASE SHALL BE APPLIED AT A RATE OF 120 LBS/ACRE. 1.g. CONTRACTOR SHALL RESEED OR REPLANT ANY AREAS ON WHICH THE ORIGINAL SEED HAS FAILED TO GERMINATE AS DIRECTED BY THE OWNER'S ENGINEER. 1.h. IF ALTERNATIVE METHODS OF INFILTRATION BASIN CONSTRUCTION ARE PROPOSED BY THE CONTRACTOR, THOSE ALTERNATIVE METHODS WILL REQUIRE WRITTEN APPROVAL BY THE OWNER'S ENGINEER. 1.i. COSTS FOR REMOBILIZATION (IF REQUIRED) TO COMPLETE INFILTRATION BASIN CONSTRUCTION WILL BE CONDUCTED AT THE CONTRACTOR'S EXPENSE. PROPOSED - - pop too EXISTING -- 902.5 X ST 5 902.5 NORTH 0 30 60 SCALE IN FEET ;;;;;xC ' 1 INC10 191 1. PROPOSED CONTOURS ARE TO FINISHED SURFACET ELEVA ION. SPOT ELEVATIONS ALONG PROPOSED CURB DENOTE GUTTER GRADE. 2. CONTRACTOR SHALL REVIEW PAVEMENT GRADIENT AND CONSTRUCT "GUTTER our, WHERE WATER DRAINSAWAY FROM CURB. ALL OTHER AREAS SHALL BE CONSTRUCTED AS "GUTTER IN" CURB. 3. ALL GRADIENT ON SIDEWALKS ALONG THE ADA ROUTE SHALL HAVE A MAXIMUM LONGITUDINAL SLOPE OF 5% (1:20), EXCEPT AT CURB RAMPS (1:12), AND A MAXIMUM CROSS SLOPE OF 2.08% (1:48). MAXIMUM SLOPE IN ANY DIRECTION ON AN ADA PARKING STALL OR ACCESS AISLE SHALL BE IN 2.08% (1:48). CONTRACTOR SHALL REVIEW AND VERIFY THE GRADIENT IN THE FIELD ALONG THE ADA ROUTES PRIOR TO PLACING CONCRETE OR BITUMINOUS. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE IS A DISCREPANCY BETWEEN THE GRADIENT IN THE FIELD VERSUS THE DESIGN GRADIENT. COORDINATE ALL WORK WITH PAVING CONTRACTOR. 4. CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 5. SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY 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 THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. 6. CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE OWNER'S SOILS ENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S SOILS ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER. A GEOTECHNICAL ENGINEERING SOILS REPORT HAS BEEN COMPLETED BY: COMPANY: ADDRESS: PHONE: DATED: CONTRACTOR SHALL OBTAIN A COPY OF THE SOILS REPORT. 7. CONTRACTOR SHALL COMPLETE DEWATERING AS REQUIRED TO COMPLETE THE SITE GRADING CONSTRUCTION. fA \ '=Y •.f-y\x.. i ,' �. 8. PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL SHALL BE PERFORMED ON THE STREET AND PARKING AREA \ 1 !r \ SUBGRADE. CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THE TEST ROLLING SHALL BE AT THE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE SOILS ENGINEER. \ ��.• CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILS ENGINEER. iX,. 9. REPLACE ALL SUBGRADE SOIL DISTURBED DURING THE CONSTRUCTION THAT HAVE BECOME UNSUITABLE AND WILL NOT PASS A r / TEST ROLL REMOVE UNSUITABLE SOIL FROM THE SITE AND IMPORT SUITABLE SOIL AT NO ADDITIONAL COST TO THE OWNER. 10. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTSTO CONTROLTHE MOVEMENT OF TRAFFIC Y' \A WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF TRANSPORTATION STANDARDS. 11. EXISTING TREES AND OTHER NATURAL VEGETATION WITHIN THE PROJECT AND/OR ADJACENTTO THE PROJECT ARE OF PRIME t \ CONCERN TO THE CONTRACTOR'S OPERATIONS AND SHALL BE A RESTRICTED AREA. CONTRACTOR SHALL PROTECT TREES TO REMAIN AV A AT ALL TIMES, EQUIPMENT SHALL NOT NEEDLESSLY BE OPERATED UNDER NEARBY TREES AND EXTREME CAUTION SHALL BE / J �, f,%, EXERCISED WHEN WORKING ADJACENT TO TREES, SHOULD ANY PORTION OF THE TREE BRANCHES REQUIRE REMOVAL TO PERMIT OPERATION OF THE CONTRACTOR'S EQUIPMENT, CONTRACTOR SHALL OBTAIN THE SERVICES OF A PROFESSIONAL TREE TRIMMING j r \ SERVICE TO TRIM THE TREES PRIOR TO THE BEGINNING OF OPERATION. SHOULD CONTRACTOR'S OPERATIONS RESULT IN THE BREAKING Of ANY LIMBS, THE BROKEN LIMBS SHOULD BE REMOVED IMMEDIATELY AND CUTS SHALL BE PROPERLY PROTECTED TO MINIMIZE ANY LASTING DAMAGE TO THE TREE. NO TREES SHALL BE REMOVED WITHOUT AUTHORIZATION BY THE ENGINEER. COSTS FOR TRIMMING SERVICES SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONSTRUCTION AND NO SPECIAL PAYMENT WILL BE MADE. 11.a. RESTRICTED AREAS SHALL INCLUDE ALL DESIGNATED TREED AREAS OUTSIDE OF THE DESIGNATED CONSTRUCTION ZONE. ALL VEGETATION WITHIN THE RESTRICTED AREAS SHALL REMAIN. ll.b. CONTRACTOR SHALL RESTRICT ALL GRADING AND CONSTRUCTION ACTIVITIES TO AREAS DESIGNATED ON THE PLANS. ACTIVITIES WITHIN THE CONSTRUCTION MAY BE RESTRICTED TO A NARROWER WIDTH IN THE FIELD TO SAVE ADDITIONAL ----- Tw'47'0 a ` i+� TREES AS DIRECTED BY THE OWNER. 50.12 � 9(v:47.0 °� -� 1 / V:50.5 L \\ �- // /, J I ` ! 11.c. ACTIVITIES PROHIBITED OUTSIDE OF THE CONSTRUCTION BOUNDARIES WOULD INCLUDE, BUT NOT BE LIMITED TO: SOIL 1:47.0 ! \\ / AND OTHER MATERIAL STOCKPILING, EQUIPMENT OR MACHINERY STORAGE, DRIVING OF ANY VEHICLE, LEAKAGE OR ' 50.52 c \ �L �t \ / ' �\ �. \ SPILLAGE OF ANY "WASHOUT" OR OTHER TOXIC MATERIAL. THE COLLECTION OF OTHER DEBRIS AND SOIL STOCKPILING ]-f-Jk _ WILL BE IN AN AREA DETERMINED ON-SITE BY THE ENGINEER. - Tiff ��h 1 ` (\ \ 'i \'•�\���\ li.d. ALL RESTRICTED AREAS SHALL BE FENCED OFF WITH BRIGHT ORANGE POLYETHYLENE SAFETY NETTING AND STEEL STAKES AS SHOWN ON THE TREE PROTECTION DETAIL. AT NO TIME SHALL THIS FENCING BE REMOVED OR ACTIVITY OF ANY KIND TAKE \ \ ` PLACE WITHIN IT. FINAL PLACEMENT OF ALL PROTECTIVE FENCING SHALL BE COMPLETE BEFORE ANY WORK COMMENCES � 51. `y � ,`� �` � : \ 9� \`�� t.•tLt \\ �\ � � \1 \� ��\ \ ON-SITE. 11.e. BEFORE COMMENCING WITH ANY EXCAVATION CONTRACTOR SHALL COMPLETE ALL PREPARATORY WORK REGARDING TREE REMOVAL, ROOT PRUNING, TREE PRUNING AND STUMP REMOVAL TO THE SATISFACTION OF THE OWNER. 5I:52 HP `,,• \ \� \\�\ \ \ \ `� \ 111 PREPARATORY WORK SHALL INCLUDE THE FOLLOWING AND SHALL BE COMPLETED UNDER THE DIRECT SUPERVISION OF THE .` •� \ ":`L \\\\ OWNER'S REPRESENTATIVE: Ahs/ 95 111a. TREE REMOVAL: CONTRACTOR SHALL FELL THE TREES. AT NO TIME SHALL TREES BE BULLDOZED OUT, BUT SHALL BE CUT 2 �'� \ \ V, DOWN AND STUMPS REMOVED SEPARATELY. PRIOR TO THE FELLING OF ALL TREES, PROPER REMOVAL OF A PORTION OR ` J J' \`\\ .t ALL OF THE CANOPY SHALL BE COMPLETED SO THAT TREES IN THE RESTRICTED AREAS SHALL NOT BE INJURED IN THE -- - - - n \ PROCESS. HP if ll.f.b. ROOT PRUNING: BEFORE ANY STUMPS ARE TO BE REMOVED, ALL ROOTS SHALL BE SEVERED FROM ROOTS IN THE - -` RESTRICTED AREAS BY SAW CUTTING WITH A VERMEER DESIGNED FOR ROOT PRUNING BY HAND OR WITH A $2.40 J3P 5 40 'd-'" 52.40 oJhti N1 `. CHAINSAW. TREE ROOTS PROJECTING INTO THE CONSTRUCTION ZONE SHALL BE EXPOSED PRIOR TO ROOT PRUNING ' WITH SMALL MACHINERY, LE..., BOBCAT. j t , Si.f.c. STUMP REMOVAL: AT SUCH TIME THAT ROOTS HAVE BEEN PROPERLY SEVERED, STUMPS MAY BE REMOVED. WHERE REMOVAL OF CERTAIN STUMPS COULD CAUSE DAMAGE TO EXISTING PROTECTED TREES, TREE STUMPS SHALL BE GROUND OUT. ALL STUMP REMOVAL SHALL BE UNDER THE DIRECT SUPERVISION OF THE OWNER'S REPRESENTATIVE. i ll.f.d. TREE PRUNING: PROPER PRUNING OF TREES IN THE RESTRICTED ZONE SHALL BE DIRECTED BY AND SUPERVISION AT ALL '51. $0 II - \ rn TIMES BY THE OWNER'S REPRESENTATIVE. 952 53.W . 1 f f� j 6�' /i °�' / ' ll.g. AN OWNER's REPRESENTATIVE WILL BE AVAILABLE AT ALL TIMES DURING THE PREPARATORY AND CONSTRUCTION PERIOD. ' ! IL., 942416!11Ji ,( `s I �q / 11.h. MULCH RATHER THAN SEED OR SOD WILL BE USED AT THE BASE OF QUALITY TREES TO A PERIMETER DETERMINED BY THE "11 - e / OWNER'S REPRESENTATIVE. AREAS TO BE SEEDED FOR EROSION CONTROL PURPOSES WITHIN THE CONSTRUCTION ZONE / ARE TO BE DETERMINED BY THE OWNER'S REPRESENTATIVE. NATURAL GROUND COVER WILL BE MAINTAINED WHEREVER - POSSIBLE I 1 I 11.1. THE USE OF RETAINING WALLS NEAR TREES, IN ADDITION TO THOSE REQUIRED ON THE PLANS SHALL BE DETERMINED IN THE FIELD, BASED ON TREE LOCATIONS AND TOPOGRAPHY. ANSION I \ x 12. EXCAVATE TOPSOIL FROM AREAS TO BE FURTHER EXCAVATED OR REGRADED AND STOCKPILE IN AREAS DESIGNATED ON THE SITE. I r 1 \ CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR RESPREADING ON THE SITE AS SPECIFIED. EXCESS TOPSOIL SHALL BE PLACED IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. CONTRACTOR SHALL SUBCUT CUT AREAS, i WHERE TURF IS TO BE ESTABLISHED, TO A DEPTH OF 6 INCHES. RESPREAD TOPSOIL IN AREAS WHERE TURF IS TO BE ESTABLISHED TO A MINIMUM DEPTH OF 6 INCHES. 53.00 13. TRENCH BORROW CONSTRUCTION: IF ALLOWED BY THE OWNER, CONTRACTOR SHALL COMPLETE "TRENCH BORROW" EXCAVATION j / IN AREAS DIRECTED BY THE ENGINEER IN ORDER TO OBTAIN STRUCTURAL MATERIAL. TREES SHALL NOT BE REMOVED OR DAMAGED 53.00 .90) P t r�\ \ ,\\ \ �9�, AS A RESULT OF THE EXCAVATION, UNLESS APPROVED BY THE ENGINEER. THE EXCAVATION SHALL COMMENCE A MINIMUM OF 10 :y 4, \. \ \ \ < FEET FROM THE LIMIT OF THE BUILDING PAD. THE EXCAVATION FROM THIS LIMIT SHALL EXTEND AT A MINIMUM SLOPE OF 1 FOOT /' \�\ �\ \\ HORIZONTAL TO 1 FOOT VERTICAL (1:1) DOWNWARD AND OUTWARD FROM THE FINISHED SURFACE GRADE ELEVATION. THE TRENCH BORROW EXCAVATION SHALL BE BACKFILLED TO THE PROPOSED FINISHED GRADE ELEVATION, AND SHALL BE COMPACTED IN ACCORDANCE WITH REQUIREMENTS OF THE QUALITY COMPACTION METHOD AS OUTLINED IN MN/DOT SPECIFICATION 2105.3F2. SNOW FENCE SHALL BE FURNISHED AND PLACED ALONG THE PERIMETER OF THE TRENCH BORROW AREA WHERE THE SLOPES EXCEED 2 FOOT HORIZONTAL TO 1 FOOT VERTICAL (2:1). 4 \\ 14. FINISHED GRADING SHALL BE COMPLETED, CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING, INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITH UNIFORM LEVELS OR SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS AND EXISTING GRADES. AREAS THAT HAVE BEEN FINISHED GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTION OPERATIONS, TRAFFICAND EROSION. REPAIR 2. PERFORMANCE TESTING OF INFILTRATION BASINS: i" ALL AREAS THAT HAVE BECOME RUTTED, ERODED OR HAS SETTLED BELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE TO BE CONDUCTED IF DESIGNINFILTRATION RATE WAS VERIFIED ACCORDING TO ASTM D-3385-03 "STANDARD TEST METHOD \ / `- CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO EQUAL OR BETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF FOR INFILTRATION RATE OF SOILS IN FIELD USING DOUBLE -RING INFILTROMETER".) \ -"�\ / THE NEW WORK. -.?v X15. TOLERANCES ALL COSTS RELATED TO THE PERFORMANCE INFILTRATION TESTING SHALL PAID BY THE OWNER, EXCEPT AS NOTED. THE INFILTRATION BASINS WILL BE TESTED IN ACCORDANCE TO THE FOLLOWINGG PROCEDURE: 15.a. THE RESIDENTIAL BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.30 FOOT ABOVE, __ ,�- j'--� OR 0.30 FOOT BELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE. 2.a. A MINIMUM OF TWO INFILTRATION TESTS SHALL BE COMPLETED FOR EACH INFILTRATION BASIN (0.5 ACRE FLOOR _ f9M 9� MMER IAL ILDIN --/f- 3 15.b. THE CO C BU G SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.10 FOOT ABOVE, AREA OR LESS). THE REQUIRED NUMBER OF r-E5T5 SHALL BE VERIFIED WITH THE SOILS ENGINEER AND THE GOVERNING AUTHORITIES. THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE. / ( -' I OR 0.10 FOOT BELOW' ' I 15.c. THE STREET OR PARKING AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.05 FOOT 2.b. TWO ADDITIONAL TESTS WILL BE REQUIRED FOR EACH 0.5 ACRE OF INFILTRATION BASIN FLOOR AREA. \, ABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE. 2.c. TEST PROCEDURE WILL FOLLOW ASTM D-3385-09 "STANDARD TEST METHOD FOR INFILTRATION RATE OF SOILS IN FIELD USING DOUBLE -RING INFILTROMETER". R \\\ 15.d. AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.30 FOOT ABOVE OR BELOW THE REQUIRED ELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER. 2.d. TEST WILL BE CONDUCTED AT THE FINISHED BASIN FLOOR ELEVATION. \:-_ \� ` it if { - o 1 { I. `' j �� I ` rm' 15.e. TOPSOIL SHALL BE GRADED TO PLUS OR MINUS 1/2 INCH OF THE SPECIFIED THICKNESS. 2.e. TEST WILL BE FOR A PERIOD AS OUTLINED IN ASTM D-3385-09. Ili ' {' +; i' If ^' '.," I • I 1 ! I ;; ) •,,�� I 16. AFTER THE SITE GRADING IS COMPLETED, IF EXCESS OR SHORTAGE OF SOIL MATERIAL EXISTS, CONTRACTOR SHALL TRANSPORT ALL ' EXCESS SOIL MATERIAL OFF THE SITE TO AN AREA SELECTED BY THE CONTRACTOR, OR IMPORT SUITABLE MATERIAL TO THE SITE. 2.f. THE TEST RESULTS WILL BE AVERAGED TO OBTAIN THE INFILTRATION RATE USED FOR ACCEPTANCE. /A I , 1 I I i � I 1 i - �� f I ± I ,! 1 1 `t 1 17. CONTRACTOR SHALL DETERMINE THE LOCATION OF ANY HAUL ROADS THAT MAYBE REQUIRED TO COMPLETE THE SITE GRADING HI 2.g. THE LOWEST MEASURED INFILTRATION RATE SHALL EXCEED THE DESIGN INFILTRATION RATE OF 0.2 INCHES/HOUR. I ' L CONSTRUCTION AND SHALL INDICATE HAUL ROADS ON EROSION AND SEDIMENT CONTROL "SITE MAP". CONTRACTOR SHALL EASURED INFILTRATION RATES MUST MEET OR EXCEED THE DESIGN RATE OF 0.21NCHES/HOUR \\ Id �,!11 COMPLY WITH THE REQUIREMENTS OF THE GOVERNING AUTHORITY OF EACH ROADWAY. CONTRACTOR SHALL POST WHATEVER 2. h. THE AVERAGE OF THE M / 20R,_,_ FL: 937.60 SECURITY, AND COMPLY WITH ALL CONDITIONS WHICH ARE REQUIRED BY EACH GOVERNING AUTHORITY OF EACH ROADWAY. DIVIDED BY THE CORRECTION FACTOR USED IN CALCULATING THE DESIGN RATE AS NOTED IN TABLE 12.INF.8 FROM ''- ;- I THE LATEST EDITION OF THE MINNESOTA STORMWATER MANUAL I \ I'9�`)iR I AN 18 LOCAL RETAIAUT AUTHORITY CERTIFIED ENGINEERING DRAWINGS, DESIGNNG WALL(S) SHALL BE CONSTRUCTED OF MODULAR CALCULATIONS UTLATIIONS AND OIL BORINGS. SUBMIT OR SHALL CERTIFIED ENGINEER FOR IF THE INFILTRATION RATE AS TESTED DOES NOT MEET OR EXCEED THE REQUIRED RATE AS DETERMINED ABOVE, ;, \P +. - + ' , 1 { ff j CONTRACTOR WILL BE REQUIRED TO COMPLETE SOIL CORRECTIVE AND/OR SOIL REPLACEMENT WORK AS NECESSARY \ IL I . (j { I I THE RETAINING WALL(S) SHALL PROVIDE CONSTRUCTION OBSERVATIONS OF THE RETAINING WALL IMPROVEMENT, AND A LETTER WITHIN THE INFILTRATION BASIN AREA AT THE CONTRACTOR'S EXPENSE UNTIL THE INFILTRATION RATE AS TESTED r' ' (! I t CERTIFYING THE INSTALLATION OF THE WALL(5) WAS CONSTRUCTED IN CONFORMANCE WITH THE PLANS AND SPECIFICATIONS. ';I EXCEEDS THE REQUIRED RATE AS DETERMINED ABOVE, SUBSEQUENT RE -TESTING WILL BE REQUIRED UNTIL THE INFILTRATION AS TESTED EXCEEDS THE REQUIRED RATE AS DETERMINED ABOVE. RE -TESTING SHALL BE AT THE CONTRACTOR'S EXPENSE AND WILL BE DEDUCTED FROM THE AMOUNT DUE THE CONTRACTOR. ''•;� I ksbateam k www. Sam bate k.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. A Eric T. Luth Registrati 475 Date: 07/01/2016 If applica ntact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn:JEB Approved: ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title GRADING PLAN Sheet No. Revision C4.01 Project No. 20592 CD FES 300 I o \ / •IE=942.00 ",,� \ \ r M .000 / ' 21 LF - 12" \ \\ r HDPE @ 1.00% \ / I FES 301 \ \\ ` I IE=942.20 \ Z o \ I � + z >M \ I \ rnmMp II N zm \ In . - I I II 100 N II < FI I IE=c \ m I A II \ I II I HD I' \ I I II CBMH I RE=94£ IE=94: C a fi'LOC 1 Im LOC II II e .Dil II 8" - 45' BEND INSTALL SALVAGED II =--- HYDRANT & 6" GATE VALVE _0 va, CONNECT TO EXISTING CATCH BASIN IE=946.56 6"PVC 8" X 6" TEE FIELD VERIFY - (PER PLAN)._ 950.1 15" RO IE:946!55(E) IE: 946.5%S) E: 946.65(lt) r--�---I 0 I - R MI N N ESOTArnm 8"PVC O M#1 0 H: 954.46\ I < � I n I N oA f =g I � a m Z O ro a ' -O C - n I o m o Z - m o 1.0C 0 O I J I -w I m a 0 0 'LCC THE SUBSURFACE UTI LIN I NFORMATI ON SHOWN ON TH ESE PLANS I S A UTI LITY QUALITY LEVEL TH IS QUALITY LEVE L WAS DETER INED ACCORDING TO TH E GU I DELI N ES OF ASCE/CI 38-02, TITLED STAN CARD G U I DELI N ES FOR TH ECOLLECT ION AN D DEPICTION OF EXISTING SUBSURFACE UTILITY DATA. "THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COM MENCI NG WOR K,BYCONTACTING THE NOTIFICATION CENTER IGOPMER STATE ONE FOR 1. THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONEDBY R HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). IF THE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, INVERT AND IF THE TILE LINE IS ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED - ` -979 IMPROVEMENTS SHOWN ON THE PLANS. W n1. Jnt R - 3 04nm - IPoer S72 FFE 953.0 PROPOSED BUILDING EXPANSION 26,962 S.F. FFE = 953.00 i`T M -i 8" PVC WM �8" - 45' BEND v\ CONNECTTO EXISTING ----------- --} WATERMAIN 32 LF - 15" . A HDPE @ 2.00% j I CONNEC T I� -CATCH E OF DRAIN CONNECTION IE -947.3 IE=948.00 FIELD VE ► II FL: 950.50 IE: 942.16(S) ----------- IE: 942.45(W) f IE: 942.46(N) � I � 8"X6"TEE BM#2 TNH:955.37 FFE: 952.9 INSTALL SALVAG HYDRANT & 6" GATE VALVE I FL: 951.28 1 IE:940.02(SE) , �IE:940.41(N) IE: 946.24(W) l ao � GC \ OFA \ �9 \ CC \ `I \ \ dd \ \ r\, \\ dd q i F -O d \ d 2 ' \ J \ \ d \ d -UTILITY CONSTRUCTION NOTES 1. THE UTILITY IMPROVEMENTS FOR THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "STANDARD UTILITIES SPECIFICATIONS" AS PUBLISHED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA (CEAM), EXCEPT AS MODIFIED HEREIN. CONTRACTOR SHALL OBTAIN A COPY OF THESE SPECIFICATIONS. 1.1. ALL UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY REQUIREMENTS. 1.2. CONTRACTOR SHALL NOT OPEN, TURN OFF, INTERFERE WITH, OR ATTACH ANY PIPE OR HOSE TO OR TAP WATERMAIN BELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SO BY THE CITY. ANY ADVERSE CONSEQUENCES OF ANY SCHEDULED OR UNSCHEDULED DISRUPTIONS OF SERVICE TO THE PUBLIC ARE THE LIABILITY OF CONTRACTOR. 1.3. A MINIMUM VERTICAL SEPARATION OF 18 INCHES AND HORIZONTAL SEPARATION OF 10 -FEET BETWEEN OUTSIDE PIPE DIAMETERS IS REQUIRED AT ALL WATERMAIN AND SEWER MAIN (BUILDING, STORM AND SANITARY) CROSSINGS. 2. ALL MATERIALS SHALL BE AS SPECIFIED IN CEAM SPECIFICATIONS EXCEPT AS MODIFIED HEREIN. 2.1. ALL MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE CITY. 2.2. ALL SANITARY SEWER TO BE PVC SDR -35, UNLESS NOTED OTHERWISE. 2.2.1. ALL SANITARY SEWER SERVICES TO BUILDING SHALL BE PVC SCH 40 CONFORMING TO ASTM D2665. 2.3. ALL WATERMAIN TO BE DUCTILE IRON - CLASS 52, UNLESS NOTED OTHERWISE. 2.3.1. ALL WATERMAIN TO HAVE 7.5 -FEET OF COVER OVER TOP OF WATERMAIN. 2.3.2. PROVIDE THRUST BLOCKING AND MECHANICAL JOINT RESTRAINTS ON ALL WATERMAIN JOINTS PER CITY STANDARDS. 2.4. ALL STORM SEWER PIPE TO BE SMOOTH INTERIOR DUAL WALL HDPE PIPE WITH WATER TIGHT GASKETS, UNLESS NOTED OTHERWISE. 2.2.1. ALL STORM SEWER PIPE FOR ROOF DRAIN SERVICES TO BUILDING SHALL BE PVC SCH 40 CONFORMING TO ASTM D2665. 2.3. RIP RAP SHALL BE Mn/DOT CLASS 3. 3. COORDINATE ALL BUILDING SERVICE CONNECTION LOCATIONS AND INVERT ELEVATIONS WITH MECHANICAL CONTRACTOR PRIOR TO CONSTRUCTION. 4. ALL BUILDING SERVICE CONNECTIONS (STORM, SANITARY, WATER) WITH FIVE FEET OR LESS COVER ARE TO BE INSULATED FROM BUILDING TO POINT WHERE 5 -FEET OF COVER IS ACHIEVED. 5. CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 6. SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY 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 CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. 7. ALL AREAS OUTSIDE THE PROPERTY BOUNDARIES THAT ARE DISTURBED BY UTILITY CONSTRUCTION SHALL BE RESTORED IN KIND. SODDED AREAS SHALL BE RESTORED WITH 6 INCHES OF TOPSOIL PLACED BENEATH THE SOD. 8. 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. 9. ALL SOILS TESTING SHALL BECOMPLETED B YAN INDEPENDENT SOILS ENGINEER. EXCAVATION FOR THE PURPOSE OF REMOVING UNSTABLE OR UNSUITABLE SOILS SHALL BE COMPLETED AS REQUIRED BY THE SOILS ENGINEER. THE UTILITY BACKFILL CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE SOILS ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOILS TESTS AND SOIL INSPECTIONS WITH THE SOILS ENGINEER. A GEOTECHNICAL ENGINEERING REPORT HAS BEEN COMPLETED BY: COMPANY: ADDRESS: PHONE: DATED: CONTRACTOR SHALL OBTAIN A COPY OF THIS SOILS REPORT, 11. CONTRACTOR SHALL SUBMIT 2 COPIES OF SHOP DRAWINGS FOR MANHOLE AND CATCH BASIN STRUCTURES TO CONTRACTOR SHALL ALLOW 5 WORKING DAYS FOR SHOP DRAWING REVIEW. 12. CONTRACTOR AND MATERIAL SUPPLIER SHALL DETERMINE THE MINIMUM DIAMETER REQUIRED FOR EACH STORM SEWER STRUCTURE. EDGE OF \ . LC%3CIVU REEDS / PROPOSED EXISTING CURB & GUTTER --`-- STORM SEWER 0-►► SANITARY SEWER ►-� ,i ---_ D - ----,sem FORCEMAIN(SAN.) LS ►FM 4FN> ---,� A WATERMAIN NOTE: ►�- I -♦ --- \ EASEMENT - - - - - - - THE BUILDING EXPANSION SEWER AND WATER DRAINTILE - "11, -- - ARE SERVICED FROM THE EXISTING BUILDING. GAS LINE cL CL ss I �'A // \ ELECTRIC uE ue.-- TELEPHONE UT----uT- - A \ / i \ \ \i Y A 0 30 60 \T / \ \ ' I,� 1, , , t / A J A CD FES 300 I o \ / •IE=942.00 ",,� \ \ r M .000 / ' 21 LF - 12" \ \\ r HDPE @ 1.00% \ / I FES 301 \ \\ ` I IE=942.20 \ Z o \ I � + z >M \ I \ rnmMp II N zm \ In . - I I II 100 N II < FI I IE=c \ m I A II \ I II I HD I' \ I I II CBMH I RE=94£ IE=94: C a fi'LOC 1 Im LOC II II e .Dil II 8" - 45' BEND INSTALL SALVAGED II =--- HYDRANT & 6" GATE VALVE _0 va, CONNECT TO EXISTING CATCH BASIN IE=946.56 6"PVC 8" X 6" TEE FIELD VERIFY - (PER PLAN)._ 950.1 15" RO IE:946!55(E) IE: 946.5%S) E: 946.65(lt) r--�---I 0 I - R MI N N ESOTArnm 8"PVC O M#1 0 H: 954.46\ I < � I n I N oA f =g I � a m Z O ro a ' -O C - n I o m o Z - m o 1.0C 0 O I J I -w I m a 0 0 'LCC THE SUBSURFACE UTI LIN I NFORMATI ON SHOWN ON TH ESE PLANS I S A UTI LITY QUALITY LEVEL TH IS QUALITY LEVE L WAS DETER INED ACCORDING TO TH E GU I DELI N ES OF ASCE/CI 38-02, TITLED STAN CARD G U I DELI N ES FOR TH ECOLLECT ION AN D DEPICTION OF EXISTING SUBSURFACE UTILITY DATA. "THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COM MENCI NG WOR K,BYCONTACTING THE NOTIFICATION CENTER IGOPMER STATE ONE FOR 1. THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONEDBY R HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). IF THE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, INVERT AND IF THE TILE LINE IS ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED - ` -979 IMPROVEMENTS SHOWN ON THE PLANS. W n1. Jnt R - 3 04nm - IPoer S72 FFE 953.0 PROPOSED BUILDING EXPANSION 26,962 S.F. FFE = 953.00 i`T M -i 8" PVC WM �8" - 45' BEND v\ CONNECTTO EXISTING ----------- --} WATERMAIN 32 LF - 15" . A HDPE @ 2.00% j I CONNEC T I� -CATCH E OF DRAIN CONNECTION IE -947.3 IE=948.00 FIELD VE ► II FL: 950.50 IE: 942.16(S) ----------- IE: 942.45(W) f IE: 942.46(N) � I � 8"X6"TEE BM#2 TNH:955.37 FFE: 952.9 INSTALL SALVAG HYDRANT & 6" GATE VALVE I FL: 951.28 1 IE:940.02(SE) , �IE:940.41(N) IE: 946.24(W) l ao � GC \ OFA \ �9 \ CC \ `I \ \ dd \ \ r\, \\ dd q i F -O d \ d 2 ' \ J \ \ d \ d -UTILITY CONSTRUCTION NOTES 1. THE UTILITY IMPROVEMENTS FOR THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "STANDARD UTILITIES SPECIFICATIONS" AS PUBLISHED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA (CEAM), EXCEPT AS MODIFIED HEREIN. CONTRACTOR SHALL OBTAIN A COPY OF THESE SPECIFICATIONS. 1.1. ALL UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY REQUIREMENTS. 1.2. CONTRACTOR SHALL NOT OPEN, TURN OFF, INTERFERE WITH, OR ATTACH ANY PIPE OR HOSE TO OR TAP WATERMAIN BELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SO BY THE CITY. ANY ADVERSE CONSEQUENCES OF ANY SCHEDULED OR UNSCHEDULED DISRUPTIONS OF SERVICE TO THE PUBLIC ARE THE LIABILITY OF CONTRACTOR. 1.3. A MINIMUM VERTICAL SEPARATION OF 18 INCHES AND HORIZONTAL SEPARATION OF 10 -FEET BETWEEN OUTSIDE PIPE DIAMETERS IS REQUIRED AT ALL WATERMAIN AND SEWER MAIN (BUILDING, STORM AND SANITARY) CROSSINGS. 2. ALL MATERIALS SHALL BE AS SPECIFIED IN CEAM SPECIFICATIONS EXCEPT AS MODIFIED HEREIN. 2.1. ALL MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE CITY. 2.2. ALL SANITARY SEWER TO BE PVC SDR -35, UNLESS NOTED OTHERWISE. 2.2.1. ALL SANITARY SEWER SERVICES TO BUILDING SHALL BE PVC SCH 40 CONFORMING TO ASTM D2665. 2.3. ALL WATERMAIN TO BE DUCTILE IRON - CLASS 52, UNLESS NOTED OTHERWISE. 2.3.1. ALL WATERMAIN TO HAVE 7.5 -FEET OF COVER OVER TOP OF WATERMAIN. 2.3.2. PROVIDE THRUST BLOCKING AND MECHANICAL JOINT RESTRAINTS ON ALL WATERMAIN JOINTS PER CITY STANDARDS. 2.4. ALL STORM SEWER PIPE TO BE SMOOTH INTERIOR DUAL WALL HDPE PIPE WITH WATER TIGHT GASKETS, UNLESS NOTED OTHERWISE. 2.2.1. ALL STORM SEWER PIPE FOR ROOF DRAIN SERVICES TO BUILDING SHALL BE PVC SCH 40 CONFORMING TO ASTM D2665. 2.3. RIP RAP SHALL BE Mn/DOT CLASS 3. 3. COORDINATE ALL BUILDING SERVICE CONNECTION LOCATIONS AND INVERT ELEVATIONS WITH MECHANICAL CONTRACTOR PRIOR TO CONSTRUCTION. 4. ALL BUILDING SERVICE CONNECTIONS (STORM, SANITARY, WATER) WITH FIVE FEET OR LESS COVER ARE TO BE INSULATED FROM BUILDING TO POINT WHERE 5 -FEET OF COVER IS ACHIEVED. 5. CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 6. SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY 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 CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. 7. ALL AREAS OUTSIDE THE PROPERTY BOUNDARIES THAT ARE DISTURBED BY UTILITY CONSTRUCTION SHALL BE RESTORED IN KIND. SODDED AREAS SHALL BE RESTORED WITH 6 INCHES OF TOPSOIL PLACED BENEATH THE SOD. 8. 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. 9. ALL SOILS TESTING SHALL BECOMPLETED B YAN INDEPENDENT SOILS ENGINEER. EXCAVATION FOR THE PURPOSE OF REMOVING UNSTABLE OR UNSUITABLE SOILS SHALL BE COMPLETED AS REQUIRED BY THE SOILS ENGINEER. THE UTILITY BACKFILL CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE SOILS ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOILS TESTS AND SOIL INSPECTIONS WITH THE SOILS ENGINEER. A GEOTECHNICAL ENGINEERING REPORT HAS BEEN COMPLETED BY: COMPANY: ADDRESS: PHONE: DATED: CONTRACTOR SHALL OBTAIN A COPY OF THIS SOILS REPORT, 11. CONTRACTOR SHALL SUBMIT 2 COPIES OF SHOP DRAWINGS FOR MANHOLE AND CATCH BASIN STRUCTURES TO CONTRACTOR SHALL ALLOW 5 WORKING DAYS FOR SHOP DRAWING REVIEW. 12. CONTRACTOR AND MATERIAL SUPPLIER SHALL DETERMINE THE MINIMUM DIAMETER REQUIRED FOR EACH STORM SEWER STRUCTURE. kSwww.sambatek.comambatek 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, VIN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. A Eric T.Luth Registrtratio 475 Date: 07/01/2016 If applica , ontact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed:ETL Drawn:JEB Approved:ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title UTILITY PLAN Sheet No. Revision C6.01 Project No. 20592 EDGE OF REEDS / 1 \ ® z Z rfr A �R ^ NORTH N 0 30 60 SCALE IN FEET kSwww.sambatek.comambatek 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, VIN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. A Eric T.Luth Registrtratio 475 Date: 07/01/2016 If applica , ontact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed:ETL Drawn:JEB Approved:ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title UTILITY PLAN Sheet No. Revision C6.01 Project No. 20592 NOTE: 1- V Grote Shown 2- VB Grote Shown shall be used at all low points. Face of Curt: -i Direction of Flow �IL PLAN Cotchbasin casting 7,5' Minimum cover eau= -.red WATER Tyler and grate Neenah Mueller No. H-10361 R3067 --V or equal No. B-5160 Provide Valve Stem Risers Grate to be 2" below 3" radius curb box. No. gutter grade. 2oar Use Only with Private Driveways, The Top Nut Of The Valve To 5' transition curb on each The Surface Is Greater Than 8'. EXTENSIQN side of catch basin. Precast concrete or Tyler No. HOPE adjusting rings without interfering with Top of Curb A 59 18" Varies Minimum of 2 2"I No. 6 1/2 maximum of 5-2" Mueller Varies concrete adlurment 24" x 36"" 13' rings allowed with 1/4" Precast minimum to 1/2" bed of mortar AND GUTTER 5 between each and a VB''20 3" Grout 6"" thick concrete collar 4' 4 VB521 on the outside. 58 14" VH522 No. _ 6"Min. base Doghouses shall be 60 26" grouted or, both -,-!e SECTION //�� T r,\N SEI. IO inside and outside. Tyler No. 6860 65' NOTES. Moeller No. I Steps shall be provided in oll catch basin /'manholes and storm sewer manholes. 2. Casting to be totally encased in concrete curb section. No block structures are allowed. 4. No wood shims ore permitted in the adjusting rings. Valve and M10F I STORM SEWER CATCH BASIN bi1m11= 2' X 3' RECTANGULAR REVISED: 2-10 PLATE NO.: ENGINEERING DEPARTMENT 3101 FILE NAME: G: ENG SPECS 3101 fc DRC -1 -D 7,5' Minimum cover eau= -.red WATER Tyler No. 6860 over top of water man. Mueller No. H-10361 Bibby-Ste-Crcix No. B-5160 Provide Valve Stem Risers ' per N' L /4 p To 'Within 6" Of The Surface No. If The Distance From 2oar Use Only with Private Driveways, The Top Nut Of The Valve To PJ o. The Surface Is Greater Than 8'. Grcde Adjust top to 3/4" below crude. Box to be set to provide 12" of adjustment. Tyler No. 6860 Mueller No. H-10357 Bibby Ste Croix B-5001 Gate valve box, screw type, 3 piece, 5 1/4" shaft size G box, 7'-6' extended, #6 round base Gate Valve Adapter: 1/4" Steel With Protective Coating, 112" Rubber Gasket Installed Between The Gore- Valve And Gate Valve Adapter. Mueller or American Flow Control Resiliont Wedge Valve 1 1 Conforming to AWWA 1❑ C-515-80 Standards J With All St finless Steel Nuts & Bolts. 18'•X18"X8" Concrete Block MOF I TYPICAL GATE VALVE Comm AND BOX INSTALLATION REVISED: 2-09 PLATE NO.: ENGINEERING DEPARTMENT 1006 FILE NAME: G: ENG SPECS 1006 ,i,,Inl 101e-i-0Snm-Hc S77 6"" ni an _e to 'E variable TOP 1 1/2••r Top Bituminous Material slope 374=er ft .� e�\ �M 'TCT 6618 Tyler No. 6860 26" ' per N' L /4 p Mueller No. H-10361 26" 2oar Use Only with Private Driveways, Bibby -Ste -Croix PJ o. VB502 27' EXTENSIQN _.... 68.8 Tap Bituminous Material . Dimension A1,A2,A3 should Tyler No. 58 14" without interfering with f Surmountable No. 59 18" 6 - 45' Minimum. Concrete Curb and (ulie-. No. 60 24" BARREL SHALL BE Mueller No. 58 14" Bituminous " r Surra _e _ Wq' — tUminO'Je Gert; No. 59 20" TYPICAL CURB -- Bibby Ste -Croix AND GUTTER REVISED: 3-10 ENGINEERING DEPARTMENT VB''20 No. 57 9" 4' 4 VB521 No. 58 14" VH522 No. 59 20" V8523 No. 60 26" BOTTOM Tyler No. 6860 65' Moeller No. H-10361 65' Bibby -Ste -Croix No. VB516 60' 60' Valve and Box to be /n1 plastic wrapped per BASE section 2.03a Adjust top to 3/4" below crude. Box to be set to provide 12" of adjustment. Tyler No. 6860 Mueller No. H-10357 Bibby Ste Croix B-5001 Gate valve box, screw type, 3 piece, 5 1/4" shaft size G box, 7'-6' extended, #6 round base Gate Valve Adapter: 1/4" Steel With Protective Coating, 112" Rubber Gasket Installed Between The Gore- Valve And Gate Valve Adapter. Mueller or American Flow Control Resiliont Wedge Valve 1 1 Conforming to AWWA 1❑ C-515-80 Standards J With All St finless Steel Nuts & Bolts. 18'•X18"X8" Concrete Block MOF I TYPICAL GATE VALVE Comm AND BOX INSTALLATION REVISED: 2-09 PLATE NO.: ENGINEERING DEPARTMENT 1006 FILE NAME: G: ENG SPECS 1006 ,i,,Inl 101e-i-0Snm-Hc S77 6"" ni an _e to 'E variable THE HYDRANT MARKER SHALL BE A SPRING MOUNTED 1 1/2••r Top Bituminous Material slope 374=er ft .� e�\ �M 'TCT 6618 ICoc_.ete Curb crid Gut-erl 6-istonce to variable 1�x .rte3"r1/2,.r Top Bituminous Material \ A slope r 1 " ' per N' L /4 p \i �• MnDOT 8612 Concrete Curb ontl Gutter 1— NO -E: 2oar Use Only with Private Driveways, Parking Lets, or Medians. 28"P. , HYDRANT ZSTREET 16" \ _.... 68.8 Tap Bituminous Material . Dimension A1,A2,A3 should 1' 5" 2 24" MIN. without interfering with f Surmountable MJ bolts. 17 1/1" 1 10 1/2" 6 - 45' Minimum. Concrete Curb and (ulie-. 28" x 1. BARREL SHALL BE ¢ I I AS REQUIRED 1 4" 4" y Bituminous " r Surra _e _ Wq' — tUminO'Je Gert; r b Shoe Fr,.m„d 4111 Of TYPICAL CURB CHEM AND GUTTER REVISED: 3-10 ENGINEERING DEPARTMENT PLATE NOE: 5203 FlLE NAME:G:\ENG\SPECS\5203 ',La;+TS SHALL BE CLOW MEDALLION OR WATEROUS WB -67-250 ALL HYDRANTS MUST BE APPROVED BY CITY 1 CUBIC YARD OF —' moi,. A �- GATE VALVE TEE 1 1D 2 CLEAR ROCK \\ N17}i ADAPTER AND 2 LAYERS OF POLYETHYLENE (4 MIL.)—1B'X1B"X5' SOLID CONCRETE El. NOTES H \ P 4,IN UM HYDRANTS SHALL HAVE WEE HOES. 2 MINIMUM 7 5 COVER OVER MAIN. 3 A L FAINTED SURFACES SHALL BE SUBJECT TO TWO YEAR IONS. TY PERIOD AS (RANT _4 SECTION 2.09 OF THE DF A H D SPECIFICATIONS. A. HYDRANT RSALLATION SHALL INCLUO' A HYDRANT MARKER. 5AL JOINTS SHALL BE RESTRAINED VIA MEGA-LJGS MECHANICAL JOINT RESTRAINT. E A --L HYDRANT TO BE PLUMB TO VERTICAL AXIS, MAX'MUM 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, 4111OF TYPICAL 4111 HYDRANT INSTALLATION REVISED: 3-14 PLATE NO.: ENGINEERING DEPARTMENT 004 FILE NAMOG, ENG\SPECS IGO4 24"<36" slob opening for Neenor R3067 -V or equal 11 ! , Note: !�- V Grate shown 2- `✓B Grates shall be used of all low points. 'Veenoh 83067-V costing and grate cr equal. PLAN M �imum of 2 maximum of 5-2" Can c. collar - / cr - c re[e adjustment rings with full e s of mortar. THE HYDRANT MARKER SHALL BE A SPRING MOUNTED s FIBERGLASS ROD 5' IN OVERALL LENGTH, FOR SIDE INSTALL MAGNET2ED MOUNT APPLICATION, USING RED & VAITE REFLECTIVE TRACER BOX (SNAKE TAPE WRAPPING OVER THE FULL LENGTH OF THE PIT) AS NEEDED PER Rte' DETAILS EXISTING OR FUTURE - 555G,5501,5502 CURB OR GUTTER angle O equal to or larger HYDRANT ZSTREET \ VALVE BOX Dimension A1,A2,A3 should 1' 5" be as large as possible 24" MIN. without interfering with { 2.0% MJ bolts. 1 1/2" 6 - 45' Minimum. If HYDRANT SHOE AND x 1. BARREL SHALL BE ¢ I I AS REQUIRED 1 PLASTIC WRAPPED _ I _I 'CAL PER SEC'ION 2.030.\' .n z hi g 1 CUBIC YARD OF —' moi,. A �- GATE VALVE TEE 1 1D 2 CLEAR ROCK \\ N17}i ADAPTER AND 2 LAYERS OF POLYETHYLENE (4 MIL.)—1B'X1B"X5' SOLID CONCRETE El. NOTES H \ P 4,IN UM HYDRANTS SHALL HAVE WEE HOES. 2 MINIMUM 7 5 COVER OVER MAIN. 3 A L FAINTED SURFACES SHALL BE SUBJECT TO TWO YEAR IONS. TY PERIOD AS (RANT _4 SECTION 2.09 OF THE DF A H D SPECIFICATIONS. A. HYDRANT RSALLATION SHALL INCLUO' A HYDRANT MARKER. 5AL JOINTS SHALL BE RESTRAINED VIA MEGA-LJGS MECHANICAL JOINT RESTRAINT. E A --L HYDRANT TO BE PLUMB TO VERTICAL AXIS, MAX'MUM 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, 4111OF TYPICAL 4111 HYDRANT INSTALLATION REVISED: 3-14 PLATE NO.: ENGINEERING DEPARTMENT 004 FILE NAMOG, ENG\SPECS IGO4 24"<36" slob opening for Neenor R3067 -V or equal 11 ! , Note: !�- V Grate shown 2- `✓B Grates shall be used of all low points. 'Veenoh 83067-V costing and grate cr equal. PLAN M �imum of 2 maximum of 5-2" Can c. collar - / cr - c re[e adjustment rings with full e s of mortar. Prea=_t concrete or HC ' _ ad iu -ing rings. E' pretest reinforced concrete slab. Top of barrel section under top slab to hcde flat too erase sealed with 2 reads of Ramnek or equal. Ai': joints in monhole to have "0" ring rubber gaskets. Precast concrete section NOTES. 1 Doghouses shall be grouted on bot the outside and inside 2. No block structures are allowed. --- Morhole steps, Neenah R1981J or eq -o'. 16" a c. Al •rmi shezis approved. _M rrmum slab thickness 6 for 14' oe"th. Increase thickness 1 for e -. h 4' of depth greater than 14', r rPl n force with fiX6 10/10 mesh. `rr. t ber tom of manhole to '/2 SECTION d nneter at pipe cnd slope grcut 2" toward invert. �pW��1OF TYPICAL 4' DIAMETER CHEM CATCH BASIN MANHOLE REVISED: 2-10 ENGINEERING DEPARTMENT PLATE NO.: 3102 FILE NAME:G: ENG SPECS 3102 -. - FCompacted '-IIT 1 - i-' Backfill + + + + + + + + + + + + " - + + + + + + + + + - + + BC + + + + ' + + + +t+ + + -u LA tcrial 6" .+-+ + + +�F' tsee Note 1) 'Bc" Denotes outside dtarustar of pipe NOTES 1. A soils Eng neer will be r qa'. "d a de erm'nr h a depth of the pipe foundation ernbedment material if needed. Pipe oirdatic material shall be in accordance wrl N .COT 3149.2H rourso f,.ell 9 a9 c e e 2. P.VC bedding stroll be fl 3149.2B select rgnuI. r borrow with 100% posomg a 3/4" sieve, anc =ess tt ,n 107 Dc s' -•.g c NO 200 sieve. MOF PIPE BEDDING FOR P.V.C. PIPE REVISED: 2-10 ENGINEERING DEPARTMENT PUTS NO.: 2203 FILE NAME: G: ENG SPECS 2203 See City Plate No. 3107 for rlprcp 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 coron. 3. All new Reinforced Concrete Aprons on existing pipe shall be tied to the first pipe ad agent to the apron. 'pp■Mof`�� wQ FLARED END SECTION REVISED: 2-10 VI�lW�1LL, PLATE NO.: ENGINEERING DEPARTMENT 3108 FILE NAME: G: ENG SPECS 3108 PLAN RIPRAP REQUIREMENTS NTS PIPE DIA. s 12" TO 24" 8 to 12 CY CL E I__ Varies 4'-0" Typ. M1 = c 5` 62 CY and up CL.4 -Y 6 j . ` qa � IJ-:. angle O equal to or larger 6" Prea=_t concrete or HC ' _ ad iu -ing rings. E' pretest reinforced concrete slab. Top of barrel section under top slab to hcde flat too erase sealed with 2 reads of Ramnek or equal. Ai': joints in monhole to have "0" ring rubber gaskets. Precast concrete section NOTES. 1 Doghouses shall be grouted on bot the outside and inside 2. No block structures are allowed. --- Morhole steps, Neenah R1981J or eq -o'. 16" a c. Al •rmi shezis approved. _M rrmum slab thickness 6 for 14' oe"th. Increase thickness 1 for e -. h 4' of depth greater than 14', r rPl n force with fiX6 10/10 mesh. `rr. t ber tom of manhole to '/2 SECTION d nneter at pipe cnd slope grcut 2" toward invert. �pW��1OF TYPICAL 4' DIAMETER CHEM CATCH BASIN MANHOLE REVISED: 2-10 ENGINEERING DEPARTMENT PLATE NO.: 3102 FILE NAME:G: ENG SPECS 3102 -. - FCompacted '-IIT 1 - i-' Backfill + + + + + + + + + + + + " - + + + + + + + + + - + + BC + + + + ' + + + +t+ + + -u LA tcrial 6" .+-+ + + +�F' tsee Note 1) 'Bc" Denotes outside dtarustar of pipe NOTES 1. A soils Eng neer will be r qa'. "d a de erm'nr h a depth of the pipe foundation ernbedment material if needed. Pipe oirdatic material shall be in accordance wrl N .COT 3149.2H rourso f,.ell 9 a9 c e e 2. P.VC bedding stroll be fl 3149.2B select rgnuI. r borrow with 100% posomg a 3/4" sieve, anc =ess tt ,n 107 Dc s' -•.g c NO 200 sieve. MOF PIPE BEDDING FOR P.V.C. PIPE REVISED: 2-10 ENGINEERING DEPARTMENT PUTS NO.: 2203 FILE NAME: G: ENG SPECS 2203 See City Plate No. 3107 for rlprcp 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 coron. 3. All new Reinforced Concrete Aprons on existing pipe shall be tied to the first pipe ad agent to the apron. 'pp■Mof`�� wQ FLARED END SECTION REVISED: 2-10 VI�lW�1LL, PLATE NO.: ENGINEERING DEPARTMENT 3108 FILE NAME: G: ENG SPECS 3108 PLAN RIPRAP REQUIREMENTS NTS PIPE DIA. RIPRAP REQUIRED 12" TO 24" 8 to 12 CY CL 27" TO 33" 14 to 20 CY CL3 36" TO 48" 23 to 38 CY CL -3 54" AND UP 62 CY and up CL.4 (One cubic yord is approximately 2,800 lbs.) NOTE GRANULAR FILTER REQUIRED UNDER RIP RAP AND 2 LAYERS CF 50OX MIRAFI FABRIC OR EQUAL Iter (MNDOT 3601.28) Jtl, IU;N /A-/, Filter Type IT NTS At� V t\J A G, anular Filter (MNDOT 3601.26) 'ter' rt r.j •F3 -E _atexlile Filter Type III 4111OF RIP RAP CHEM DETAIL REVISED: 2-10 PLATE NO.: ENGINEERING DEPARTMENT 3107 FILE NAME: G: ENG SPECS 3107 NOTES: 1. Shape of back of buttress PIPE may vary as long as poured BEND against firm undisturbed BEND earth. 2. Dimension CI,C2,C3 should Di be large erough to make D2 angle O equal to or larger 6" than 45'. 3. Dimension A1,A2,A3 should 1' 5" be as large as possible 8" without interfering with 1'-5" MJ bolts. 4. 6 - 45' Minimum. 5. Place polyethylene between 1' 1 C" concrete & pipe. 6. All bends & fittings shall 16" be restrained with Megalugs 2'--("' thrust restraints or equal 0" 0 - See note 4 -x •kA PLAN 90' BENDS ICONCRETE SHAi IN CONTACT W" THIS QUADRANT OF PIPE SCC COIN A PLAN 45 BENDS 9 - See ' G :PLAN 22 1/2' BENDS MOF CONCRETE THRUST 4CHly=ltellue�l�1 BLOCKING REVISED: 2-08 ENGINEERING DEPARTMENT PLATE No. 1002 FILE NAME: G: ENG SPECS 1002 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. A 19% Eric T.Luth Registrtrati 475 Date: 07/01/2016 If applica , ontact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title DETAIL SHEET Sheet No. Revision C9.01 Project No. 20592 BUTTRESS DIMENSIONS PIPE 22 1/2' BEND 45' BEND 90' BEND/TEE SIZE B1 Di B2 D2 B3 D3 6" I'_5" 1' 5" 1'-5" 1' 5" 2' 1" V-6" 8" V-5" 1'-5" 2'-1" 1'-6" 2'-8" 2'-0" 12" V-10" 1' 1 C" 3 2 0" 4'-9" 2'-6- ' 6"16" 16" 3'-0" 2'--("' 3 10 0" 3'-6" 20" S-6" 2'-8" 5 e, : -" 1 :4' 0'' 24" 4' 4 3 0"" 6'-1 5'_0' PLAN 90' BENDS ICONCRETE SHAi IN CONTACT W" THIS QUADRANT OF PIPE SCC COIN A PLAN 45 BENDS 9 - See ' G :PLAN 22 1/2' BENDS MOF CONCRETE THRUST 4CHly=ltellue�l�1 BLOCKING REVISED: 2-08 ENGINEERING DEPARTMENT PLATE No. 1002 FILE NAME: G: ENG SPECS 1002 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. A 19% Eric T.Luth Registrtrati 475 Date: 07/01/2016 If applica , ontact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title DETAIL SHEET Sheet No. Revision C9.01 Project No. 20592 T i > /i Ni z \. • ti. y� } r` aYj E , v� z X, 1 •_,\ - 1 �- Tw j 61 \ / r-C� _ t _Y-Y("Y f '-� 4) YYY / � '1` L 1K { i \- �' / t C 1 ``X X✓' \\ - /;AA' PLANT SCHEDULE TREES CODE BOTANICAL NAME / COMMON NAME CONT CAL QTY ,/^�\ 4 4J' HL Gleditsia triacanthos 'Skyline' / Skyline Honey Locust B & B 3" 4 0 SO Quercus bicolor /Swamp White Oak B & B 3" 2 0 TR -M Transplanted Maple Existing 4 0 PE Ulmus americana 'Princeton'/ American Elm B & B 3" 3 ORN. TREES CODE BOTANICAL NAME / COMMON NAME CONT CAL QTY SB Amelanchier canadensis Autumn Brilliance` / Autumn Brilliance Serviceberry B & B 2"Cal 5 SS Malus x •Spring Snow'/ Spring Snow Crab Apple B & B 2"Cal 3 SHRUBS CODE BOTANICAL NAME / COMMON NAME CONT QTY GL Rhus aromatica Gro -Low` / Gro -Low Fragrant Sumac 5 gal 20 AC Ribes alpinum / Alpine Currant 5 gal 26 GROUND COVERS CODE BOTANICAL NAME / COMMON NAME QTY jTUR MN2 Turf Seed MN 25-131 / Low Maintenance Turf 12,338 sf TUR MN Turf Seed MN 33-361 / Stormwater Basin Seed Mix 10,097 sf TUR HIG Turf Sod Highland Sod / Sod 10,577 sf 49. D ,,, X .� \ , \ � r / 1 , a 6�,L0C t• T :4 s TRANSPLANTED`. --- _ 7 - T \\ \ / I, TREES �Wt48.D 1 I l\ B� / 0 0 v a , i �, -- HL w� \1 ` ` �� I {L - 3 w�3�/wd 50 SO W'a��y� i y i i � \ , \ c J \ti \ 1 l ' 4 I! ar q ! i n\ I- i � I y, LOC I PE 2 \ \ \ v GL - GL AC — A \ 1 - ----;--952 — 1 , } 1 , 53 SOa ,$ 95 < ,mp �{ r t G — S a + t a I I r! I I t SS i r 3 i II : _ 952 i � a ee�m1�ni . a NOW2 PROPOSED BUILDING EXPANSION t 26,962 S.F. IE f,;'L0 FIFE— 953.00 j 2016-3:06Pm-User:577 L'\PRnJERS\20592\dwg\Civil\Preliminary\20592-Ll-L ND.dwg i LANDSCAPE EGEND Ol J" DRESSER TRAP ROCK O TRANSPLANT EXISTING TREE (SEE PLAN) REMOVED 14" OAK OCONSULT CERTIFIED ARBORIST. TREAT TREE WITH CAMBISTAT. EMPLOY RECOMMENDED PROTECTION MEASURES SUCH AS VERTICAL MULCHING IF NECESSARY CITY LANDSCAPE CODE TREES REMOVED DURING CONSTRUCTION ARE REQUIRED TO BE REPLACED ATA RATE OF 2 CALIPER INCHES PER 1 INCH REMOVED. REPLACEMENT TREES MUST AVERAGE 2.5" IN DIAMETER. 1 14' OAK REMOVED. 28" OF REPLACEMENT REQUIRED. 43 CALIPER INCHES PROVIDED AVERAGE TREE CALIPER 2.53" CANOPY AREA CALCULATIONS . FT. PROPOSED CANOPY REMOVAL= 2 178 S 0 Q PROPOSED CANOPY REPLACEMENT= 18,513 S , . FT. Q * THE PROPOSED LANDSCAPE SIGNIFICANTLY INCREASES THE CANOPY COVERAGE OF THE AREA WHEN COMPARED TO THE EXISTING CONDITION. NORTH 0 20 40 SCALE IN FEET k ' www.sambatek.c0m 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN Certification I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Licensed LANDSCAPE ARCHITECT under the laws of the State of Minnesota. w �P� Joshua. \NO Registrati 34 Date: 07/01/2016 This cert) at n is not valid unless wet signed in blue ink. If app (cable, contact us for a wet signed copy of this survey which is available upon request at Sambatek, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved:ETL Book/ Page:xx/xx Phase: PRELIMINARY Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title LANDSCAPE PLAN Sheet No. Revision UnOl Project No. 20592 30' RADIUS MLLCI aNG UNDISTURBED SUBGRADE NOTE: CONTRACTOR SHALL MAINTAIN TREES IN A PLUMB POSITION THROUGHOUT THE WARRANTY PERIOD. IF STAKING IS REQUIRED BY SITE CONDITIONS, CONTRACTOR TO USE 2 OR 3 STAKE METHOD WITH 1" WEBBING AROUND TRUNK OF THREE (NO WIRE OR CABLING TO BE USED) WRAP TREE TRUNKS ONLY UPON APPROVAL BY LANDSCAPE ARCHITECT PROVIDE & INSTALL RODENT PROTECTION 112" HARDWIRE CLOTH, MESH CYLINDER, B" DIA OR GREATER X 36" HT.. STAKE IN PLACE INSTALL TREE WITH ROOT FLARE VISIBLE AT TOP OF THE ROOT BALL. REMOVE SOIL IN LEVEL MANNER FROM TOP OF ROOT BALL TO EXPOSE 1ST 112" OR LARGER MAIN ORDER ROOT IF NEEDED. SET ROOT BALL WITH MAIN ORDER ROOT 1"ABOVE ADJACENT GRADE. DO NOT COVER TOP OF ROOT BALL WITH SOIL. PLACE NO MULCH IN CONTACT WITH TREE TRUNK REMOVE BURLAP, TWINE, ROPE AND WIRE FROM TOP HALF OF ROOT BALL BUILD 4" HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL __� EDGE CONDITION VARIES PLACE ROOT BALL ON UNDISTURBED OR COMPACTED SOIL SCARIFY SIDES OF TREE PIT WITH SPADE BY HAND TO BIND WITH PREPARED SOIL PLANTING SOIL, REFER TO SPECIFICATIONS, COMPACT TO 85% DIG PLANTING PIT 4" TO 6" OF MAX. DRY UNIT WEIGHT ACCORDING TO ASTM D 698 DEEPER THAN ROOT BALL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT TREE PLANTING DETAIL INSTALL 2" LAYER OF MULCH, DO NOT PLACE IN CONTACT W/ SHRUB STEM APPLY PRE -EMERGENT HERBICIDE EDGE CONDITION VARIES DGER, REFER TO PLAN AND SPECIFICATION LOOSEN ROOTS OF CONTAINER GROWN PLANTS EXCAVATE PLANT BED MIN. 4" DEEPER THAN ROOT BALL HT. SCARIFY SIDES AND BOTTOM OF PLANTING BED WITH SPADE UNDISTURBED SUBGRADE SHRUB PLANTING DETAIL 1.1 01 zms - 3oDnnm - U:ersn NTS NTS PREPARE SOIL FOR NOTE: REFER TO EXTERIOR PLANTING SPECIFICATION INSTALL 1" LAYER OF SHREDDED HARDWOOD MULCH OR 2" LAYER OF FINELY SHREDDED HARDWOOD MULCH. DO NOT PLACE IN CONTACT WITH PLANT EDGE CONDITION VARIES EDGER, REFER TO PLAN AND SPECIFICATION LOOSEN ROOTS OF CONTAINER GROWN PLANTS PLANTING SOIL SCARIFY SIDES AND BOTTOM OF PLANTING BED WITH SPADE UNDISTURBED SUBGRADE PERENNIAL PLANTING DETAIL PARKING LOT ISLAND DETAIL DR PLACEMENT -1NTING DETAIL SEE LANDSCAPE PLAN RAIN -11" BELOW CURB 35 SUBGRADE NTS NTS -NOTES GENERAL NOTES: 1. THE CONTRACTOR SHALL INSPECT THE SITE AND BECOME FAMILIAR WITH THE EXISTING CONDITIONS RELATING TO THE NATURE AND SCOPE OF THE WORK. 2. THE CONTRACTOR SHALL VERIFY PLAN LAYOUT AND BRING TO THE ATTENTION OF THE LANDSCAPE ARCHITECT DISCREPANCIES WHICH MAY COMPROMISE THE DESIGN OR INTENT OF THE LAYOUT. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE CODES, REGULATIONS, AND PERMITS GOVERNING THE WORK. 4. THE CONTRACTOR SHALL PROTECT EXISTING ROADS, CURBS/GUTTERS, TRAILS, TREES, LAWNS AND SITE ELEMENTS DURING CONSTRUCTION. DAMAGE TO SAME SHALL BE REPAIRED AND/OR REPLACED AT NO ADDITIONAL COST TO THE OWNER. 5. LOCATE AND VERIFY ALL UTILITIES, INCLUDING IRRIGATION LINES, WITH THE OWNER FOR PROPRIETARY UTILITIES AND GOPHER STATE ONE CALL 48 HOURS BEFORE DIGGING. CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ANY DAMAGES TO SAME. NOTIFY THE LANDSCAPE ARCHITECT OF ANY CONFLICTS TO FACILITATE PLANT RELOCATION. 6. THE LANDSCAPE CONTRACTOR SHALL COORDINATE THE PHASES OF CONSTRUCTION AND 7. THE CONTRACTOR SHALL REVIEW THE SITE FOR DEFICIENCIES IN SITE CONDITIONS WHICH MIGHT NEGATIVELY AFFECT PLANT ESTABLISHMENT, SURVIVAL OR WARRANTY. UNDESIRABLE SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE ARCHITECT PRIOR TO BEGINNING OF WORK. 8. THE PLAN TAKES PRECEDENCE OVER THE LANDSCAPE LEGEND IF DISCREPANCIES EXIST. QUANTITIES SHOWN IN THE PLANTING SCHEDULE ARE FOR THE CONTRACTOR'S CONVENIENCE. CONTRACTOR TO VERIFY QUANTITIES SHOWN ON THE PLAN. 9. THE SPECIFICATIONS TAKE PRECEDENCE OVER THE PLANTING NOTES AND GENERAL NOTES. 10. EXISTING TREES AND SHRUBS TO REMAIN SHALL BE PROTECTED TO THE DRIP LINE FROM ALL CONSTRUCTION TRAFFIC, STORAGE OF MATERIALS ETC. WITH 4' HT. ORANGE PLASTIC SAFETY FENCING ADEQUATELY SUPPORTED BY STEEL FENCE POSTS 6' O.C. MAXIMUM SPACING. 11. LONG-TERM STORAGE OF MATERIALS OR SUPPLIES ON-SITE WILL NOT BE ALLOWED. 12. CONTRACTOR SHALL REQUEST IN WRITING, A FINAL ACCEPTANCE INSPECTION. PLANTING NOTES: 1. NO PLANTS SHALL BE INSTALLED UNTIL FINAL GRADING AND CONSTRUCTION HAS BEEN COMPLETED IN THE IMMEDIATE AREA. 2. A GRANULAR PRE -EMERGENT HERBICIDE SHALL BE APPLIED TO ALL PLANT BEDS AT THE MANUFACTURERS RECOMMENDED RATE PRIOR TO PLANT INSTALLATION. 3. ALL PLANTING STOCK SHALL CONFORM TO THE "AMERICAN STANDARD FOR NURSERY STOCK," ANSI -Z60, LATEST EDITION, OF THE AMERICAN ASSOCIATION OF NURSERYMEN, INC. AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIALS. 4. OVERSTORY TREES SHALL BEGIN BRANCHING NO LOWER THAN 6' ABOVE PAVED SURFACES. 5. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE AND BE CONTAINER GROWN OR BALLED AND BURLAPPED AS INDICATED IN THE LANDSCAPE LEGEND. 6. PLANT MATERIALS TO BE INSTALLED PER PLANTING DETAILS. 7. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND MEET ALL REQUIREMENTS SPECIFIED. 8. THE LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS WHICH ARE DEEMED UNSATISFACTORY BEFORE, DURING, OR AFTER INSTALLATION. 9. NO SUBSTITUTIONS OF PLANT MATERIAL SHALL BE ACCEPTED UNLESS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. 10. ALL PLANT MATERIAL QUANTITIES, SHAPES OF BEDS AND LOCATIONS SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF ALL PLANTING BEDS AT SPACING SHOWN AND ADJUSTED TO CONFORM TO THE EXACT CONDITIONS OF THE SITE. THE LANDSCAPE ARCHITECT SHALL APPROVE THE STAKING LOCATION OF ALL PLANT MATERIALS PRIOR TO INSTALLATION. 11. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS SPECIFIED. 12. MULCH: SHREDDED HARDWOOD MULCH, CLEAN AND FREE OF NOXIOUS WEEDS OR OTHER DELETERIOUS MATERIAL, IN ALL MASS PLANTING BEDS AND FOR TREES, UNLESS INDICATED AS ROCK MULCH ON DRAWINGS. SUBMIT SAMPLE TO LANDSCAPE ARCHITECT PRIOR TO DELIVERY ON-SITE FOR APPROVAL. DELIVER MULCH ON DAY OF INSTALLATION. USE 4" FOR SHRUB BEDS, AND 3" FOR PERENNIAL/GROUND COVER BEDS, UNLESS OTHERWISE DIRECTED. 13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MULCHES AND PLANTING SOIL QUANTITIES TO COMPLETE THE WORK SHOWN ON THE PLAN. 14. USE ANTI -DESICCANT (WILTPRUF OR APPROVED EQUAL) ON DECIDUOUS PLANTS MOVED IN LEAF AND FOR EVERGREENS MOVED ANYTIME. APPLY AS PER MANUFACTURER'S INSTRUCTION. ALL EVERGREENS SHALL BE SPRAYED IN THE LATE FALL FOR WINTER PROTECTION DURING WARRANTY PERIOD. 14. PLANTING SOIL FOR TREES, SHRUBS AND GROUND COVERS: FERTILE FRIABLE LOAM CONTAINING A LIBERAL AMOUNT (4% MIN.) OF HUMUS AND CAPABLE OF SUSTAINING VIGOROUS PLANT GROWTH. IT SHALL COMPLY WITH MNDOT SPECIFICATION 3877 TYPE B SELECT TOPSOIL. MIXTURE SHALL BE FREE FROM HARDPACK SUBSOIL, STONES, CHEMICALS, NOXIOUS WEEDS, ETC. SOIL MIXTURE SHALL HAVE A PH BETWEEN 6.1 AND 7.5 AND 10-0-10 FERTILIZER AT THE RATE OF 3 POUNDS PER CUBIC YARD. IN PLANTING BEDS INCORPORATE THIS MIXTURE THROUGHOUT THE ENTIRE BED IN A 6" LAYER AND ROTO -TILLING IT INTO THE TOP 12" OF SOIL AT A 1:1 RATIO.ANY PLANT STOCK NOT PLANTED ON DAY OF DELIVERY SHALL BE HEELED IN AND WATERED UNTIL INSTALLATION. PLANTS NOT MAINTAINED IN THIS MANNER WILL BE REJECTED. 15. ALL PLANTS SHALL BE GUARANTEED FOR TWO COMPLETE GROWING SEASONS (APRIL 1 - NOVEMBER 1), UNLESS OTHERWISE SPECIFIED. THE GUARANTEE SHALL COVER THE FULL COST OF REPLACEMENT INCLUDING LABOR AND PLANTS. 16. CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AT LEAST 3 DAYS PRIOR TO PLANNED DELIVERY. THE CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AT LEAST 24 HOURS IN ADVANCE OF BEGINNING PLANT INSTALLATION. 17. SEASONS/TIME OF PLANTING AND SEEDING: NOTE: THE CONTRACTOR MAY ELECT TO PLANT IN OFF-SEASONS ENTIRELY AT HIS/HER RISK. DECIDUOUS 17.1. POTTED PLANTS: 4/1 - 6/1; 9/21- 11/1 17.2. DECIDUOUS /B&B: 4/1 - 6/1; 9/21-11/1 17.3. EVERGREEN POTTED PLANTS: 4/1- 6/1; 9/21-11/1 17.4. EVERGREEN B&B: 4/1- 5/1; 9/21-11/1 17.5. TURF/LAWN SEEDING: 4/1-6/1;7/20-9/20 18. MAINTENANCE SHALL BEGIN IMMEDIATELY AFTER EACH PORTION OF THE WORK IS IN PLACE. PLANT MATERIAL SHALL BE PROTECTED AND MAINTAINED UNTIL THE INSTALLATION OF THE PLANTS IS COMPLETE, INSPECTION HAS BEEN MADE, AND PLANTINGS ARE ACCEPTED EXCLUSIVE OF THE GUARANTEE. MAINTENANCE SHALL INCLUDE WATERING, CULTIVATING, MULCHING, REMOVAL OF DEAD MATERIALS, RE -SETTING PLANTS TO PROPER GRADE AND KEEPING PLANTS IN A PLUMB POSITION. AFTER ACCEPTANCE, THE OWNER SHALL ASSUME MAINTENANCE RESPONSIBILITIES. HOWEVER, THE CONTRACTOR SHALL CONTINUE TO BE RESPONSIBLE FOR KEEPING THE TREES PLUMB THROUGHOUT THE GUARANTEE PERIOD. 19. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL LANDSCAPE LEGEND SPECIFICATIONS. 20. WATERING: MAINTAIN A WATERING SCHEDULE WHICH WILL THOROUGHLY WATER ALL PLANTS ONCE A WEEK. IN EXTREMELY HOT, DRY WEATHER, WATER MORE OFTEN AS REQUIRED BY INDICATIONS OF HEAT STRESS SUCH AS WILTING LEAVES. CHECK MOISTURE UNDER MULCH PRIOR TO WATERING TO DETERMINE NEED. CONTRACTOR SHALL MAKE THE NECESSARY ARRANGEMENTS FOR WATER. TURF NOTES: TURF ESTABLISHMENT SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE PROVISIONS OF THE MN/DOT 2105 AND 2575 EXCEPT AS MODIFIED BELOW: 1. ALL AREAS TO RECEIVE SOD SHALL ALSO RECEIVE 4" OF TOPSOIL PRIOR TO INSTALLING SOD. TOPSOIL SHALL BE FREE OF TREE ROOTS, STUMPS, BUILDING MATERIAL, AND TRASH, AND SHALL BE FREE OF STONES LARGER THAN 1 J' INCHES IN ANY DIMENSION. 2. WHERE SOD ABUTS PAVED SURFACES, FINISHED GRADE OF SOD/SEED SHALL BE HELD V. BELOW SURFACE ELEVATION OF TRAIL, SLAB, CURB, ETC. 3. SOD SHALL BE LAID PARALLEL TO THE CONTOURS AND SHALL HAVE STAGGERED JOINTS. ON SLOPES STEEPER THAN 3:1 OR IN DRAINAGE SWALES, SOD SHALL BE STAKED SECURELY. 4. ALL DISTURBED AREAS TO BE TURF SEEDED, ARE TO RECEIVE 4" TOP SOIL, SEED, MULCH, AND WATER UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. FOR SLOPES STEEPER THAN 3:1 OR IN DRAINAGE SWALES INSTALL EROSION CONTROL BLANKET. 5. ALL DISTURBED AREAS TO RECEIVE NATIVE SEED, ARE TO RECEIVE PLANTING SOIL, SEED, MULCH, AND WATER UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. FOR SLOPES STEEPER THAN 3:1 OR IN DRAINAGE SWALES INSTALL EROSION CONTROL BLANKET. IRRIGATION NOTES: 1. IRRIGATION SYSTEM TO BE DESIGN/BUILD. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR APPROVAL OF SYSTEM LAYOUT PRIOR TO INSTALLATION. 2. ALL SOD TO RECEIVE SPRAY OR ROTOR IRRIGATION HEADS WITH MINIMUM DESIGN OF 1" IRRIGATION PER WEEK. 3. ALL PLANT BEDS TO RECEIVE DRIP LINE IRRIGATION, WITH A MINIMUM DESIGN OF .25" IRRIGATION PER WEEK. 4. CONTRACTOR TO INSTALL A TOTAL OF 4 QUICK COUPLERS AT THE CORNERS OF THE PROPERTY. A 2.5" TYPE K SOURCE PIPE IS PROVIDED BY MECHANICAL. owwmbatek w.sambatekxom 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN Certification I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Licensed LANDSCAPE ARCHITECT under the laws of the State of Minnesota. A w CPQ` Joshua J. Mc1Gi�n Registratio 34 Date: 07/01/2016 This certat n is not valid unless wet signed in blue ink. If app icable, contact us for a wet signed copy of this survey which is available upon request at Sambatek Minnetonka MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book / Page: xx/xx Phase: PRELIMINARY Initial issued: 07/01/2016 Revision History No. Date By Submittal / Revision Sheet Title LANDSCAPE DETAILS Sheet No. Revision L2.01 Project No. 20592 n,,ns )n16-174gnm-ncerS77 Final Site Development Plans for DI distribution Building Expansion CONSULTANT CONTACT LIST: DEVELOPER EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 TEL 612-803-6970 CONTACT: MARK UNDESTAD OWNER EQUITABLE HOLDING CO. LLC 8303 AUDUBON ROAD CHANHASSEN, MN 55317 TEL 952-937-2000 CONTACT: JOE NOVOGRATZ ARCHITECT HOUMAN ARCHITECTS 31572 SNOWBALL ROAD PENGILLY, MN 5575 TEL 651-631-0200 CONTACT: BRIAN HOUMAN GEOTECHNICAL AMERICAN ENGINEERING TESTING, INC. 550 CLEVELAND AVE N ST. PAUL, MN 55114 TEL 651-659-1369 CONTACT: THOMAS VENEMA, PE TITLE.tlwR CIVIL ENGINEER SAMBATEK 12800 WHITEWATER DRIVE, SUITE 300 MINNETONKA, MN 55343 TEL 763-476-6010 FAX 763-476-8532 CONTACT: ERIC LUTH, PE n iD17rvnD 12800 WHITEWATER DRIVE, SUITE 300 MINNETONKA, MN 55343 TEL 763-476-6010 FAX 763-476-8532 CONTACT: RICK BLOM, PLS LANDSCAPING SAMBATEK 12800 WHITEWATER DRIVE, SUITE 300 MINNETONKA, MN 55343 TEL 763-476-6010 FAX 763-476-8532 CONTACT: JOSH MCKINNEY, PLA Chanhassen, Minnesota Presented by: Eden Trace Corp. -- Arfuam Hcitleva,d AFI „«Te+l �nkr -- _. A*#lot,�E i�gt4eyartl.' W, SITE ,.. _Lar. .P :J T. si a VICINITY MAP NO SCALE I N.T.S. —SHEET INDEX SHEET DESCRIPTION C1.01 TITLE SHEET C2.01 EXISTING CONDITIONS C2.02 DEMOLITION PLAN C3.01 SITE PLAN C4.01 GRADING PLAN C5.01 EROSION CONTROL PHASE 1 C5.02 EROSION CONTROL PHASE 2 C5.03 EROSION CONTROL DETAILS C5.04 SWPPP NARRATIVE C5.05 SWPPP NARRATIVE C6.01 UTILITY PLAN C9.01 DETAIL SHEET L1.01 LANDSCAPE PLAN L2.01 LANDSCAPE DETAILS CITY OFCHANHASSEN OCT 0 5 2016 SNOMI FFAW DIl Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. . �L' "Z�" Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book/ Page:xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title TITLE SHEET Sheet No. Revision C1.01 Project No. 20592 DESCRIPTION LEGEND Lot 1, Block 1 and Outlot A, AUDUBON CORPORATE CENTER 1ST ADDITION, according to the recorded plat • FOUND MONUMENT BOUNDARY LINE --- -- EASEMENT LINE thereof, Carver County, Minnesota. FOUND CAST IRON RIGHT-OF-WAY LINE �� �J TREE LINE MONUMENT UNDERLYING / ADJACENT LOT CONCRETE CURB FOUND RIGHT-OF-WAY - - - - SECTION LINE / / / / / BUILDING LINE \ - PROPERTY SUMMARY MONUMENT < I j - I - WATERMAIN --------- BUILDING CANOPY 1. Subject property's addresses and property identification numbers are: O SET MONUMENT - D - SANITARY SEWER BITUMINOUS SURFACE MARKED LS 21729 0 Lot 1, Block 1: 8303 Audubon Rd 25-0820-010 - DD - STORM SEWER CONCRETE SURFACE O / Outlot A: 8251 Audubon Rd 25-0820-020 %-6 GATE VALVE/ HYDRANT , UE - UNDERGROUND ELECTRIC LANDSCAPE MULCH SURFACE ,r, �QG� / // \/I �� \ \ \ N00°05�54"W 180.00 I .� 2. The gross area of the subject property is 6.271 Acres or 273,185 Square Feet. Q SANITARY MANHOLE - UT UNDERGROUND TELEPHONE <i, ; / / / o O CLEAN OUT - UG UNDERGROUND GAS S o) DECIDUOUS TREE •fir' 3. The subject property is zoned IOP - Industrial Office Park District, per City of Chanhasssen zoning map Qo STORM MANHOLE - WL - WET LAND WATER ELEV.:938.5 \\ / // t \ \ \\ \ . -EDGE OF WATER \ WATER ELEV.:938.4 ,�1 � I <+ ON 06/22/2016 / / \ w \ , , ON 06/22/2011 dated 03/15, 2016. ®® STORM CATCH BASIN RETAINING WALL CONIFEROUS TREE - - - - -Q FLARED END SECTION POND /WATER LINE 4. The building(s) and exterior dimensions of the outside wall at ground level are shown on the survey. Its9ss may not be the foundation wall. 0 ROOF DRAIN 0000000- SILT FENCE xSPOT ELEVATIONq� Q TRANSFORMER 902_._ CONTOUR LIGHT -BENCHMARKS REGULAR PARKING // -sas- S / ' / » I \ / /I / - Noo 0000E 66.4 I / L� UTILITY POLE ##(� / gas ---- _A _ STALL COUNT / \ 9'O�X10ljn PVhi / I I II�/ - - 1. The vertical datum is based on NGVD 29. The originating bench marks is MNDOT 10-002, referenced ❑� GUARD POST t PER m I 9\� from the MnDOT Geodetic Database / r�� * FENCE T -POST PN E 6 r ' SIGN , / /� I -sa,- - / pj DR SES R / I I I /j / \ a� / on W Z ♦� BENCHMARK #1 ® GAS METER / / Top nut of hydrant north of access drive to surveyed property. Elev.=954.46 / /� / / / \ \ a2 _ + \`�-- / �/ EP / / / I I ✓� // n `♦ © GAS MANHOLE BENCHMARK #2 ® ELECTRIC METER Top nut of hydrant at northeast corner of surveyed building. Elev.=955.37 p TELEPHONE PEDESTAL / 9a} / _� (- \ \ ✓ 1 a / m / ,' ' - _ � saa- \ 1 / %� NOD 0554`W 143.38 \♦ \I ® CABLE TV BOX w v 3 el $� _ ACCESS EASEMENT j % \` qa O5P / 945- .-, \ �+ \\-�- WL N z a a PySER DOC. NO. 48396 SURVEY NOTES / `� �- /- �- - I \ o N/ / ,-' �� _ j/, �i Z \ As \ �\ \ 0 Q \ \ � 'g45 -`L' �'�E,\'O�S I// - o 44 I \\ \\ tt 7 rn rn'm Q- / vQ e/y,� 1. The bearing system for this survey is based on the plat of AUDUBON CORPORATE CENTER 1ST .� / i \ $s60�r\O -sa6- I N N a I ` v \ , ELi w 0pJ ,�.� / 6 , \'� 500 0554E 93.42 ADDITION. / , P / / °' rn m rn - \ .� X \ , �k / / �� t_1� ^ \ yq � QP�� / /// I-/qa8'- 1��� 2. Field work was completed on 06/22/2016. / / / / /�\/ \ / / / As' - SD018Y%% E BV. T7� / / \ rn Q \ / / / 950 �- \/ �/ I. 3. Easements affecting the surveyed property are shown per Title Commitment No. 62552-2, issue date �; / \� / / /�/ - / 1.50/ .� .• 07/18/2016, provided by Old Republic National Title Insurance Company. Easements and restrictions �� \ O%/ / / / I "e5` 11 500 f8'07 E 134.02 \ 'HDPE - / / N� -951, ,59 • e' +�CQj4CRE WALL -- per Doc. No. 483964 are reciprocal between Outlot A and Lot 1, Block 1 of the surveyed property and i v 1 / / would merge with the fee interest if both became owned by the same owner. + / _ j , / 02' 4868 % S51 1202`W , 1_952\ 4x68 - ssz 00 505'S4E 0 157.25 H \ \ / - \ VICINITY MAP 0 SCA ���� //r ( -/ _( // 9 U __`. S363750"E - <� A- - IY ,,') \ �/� I\ ' / 235 I -�- 15.00 �9sa- 200.3 mM m BOULDIfR PILE ' \ /�/�/ \I \ -AU 3"MAP LOT �QC� \ � X946\ � \ sa>_ II / / �9 III II I I z 4 I I j / 'TREE VO\ \� II S9�//` - - 29 EE \ I I I I / / I I I I / tfi I I \ . 4"MAP \ - / / / WETLAND I \ 00944 \ \. 4 :REE I 11 \ \\\\t , ,;�.I,� I I I W W BLOCK 1 0\11/// / � I I I VIII III / ,�<< fIi111I II 0) I T/WEL BOUNDARY / / /'I ILII II / �.� `. ♦ I I tl I I a r�A DETERMINED BY / + z / / ,I . • I I4I ° I / SAMBAIEK, INC. - / IIII Z 0000 EXISTING BUILD ING ON 06/22/2016/ ? 2 STORY CONCRETEO DING SEACKO a0UT 6 A BUIL45,562 SF O �C70N / PER DOC. N0. 483964 0000wIw I / 25-0820-010 / /) l/// lll� lI/ I' V 1 I I -I- " 4..Mn 8303 AUDUBON RD \ 1A 20 ET / EQUITABLE HOLDING CO LLC DOC. NO. 7L 5904 U�^R-75ER // �Pc Ln 0 ' / /q� // // /� / // II Wv 1. �-LL4uo of I 2 91 .D 1"9 X LI En/ III Q �I 4`MAP R + rn o40AK\0 1.0 Nv a1. n BOULDER PILE U u25-0820-02NPp,\ 30'KSX51 AUDUBON D w W o L 0 \7 f��\, n \�1 B YI 3n\I t \\. - � \ a 17\ - NORTH NORTH 30 60 E IN FEET -LQ \\ Oct 05, 2016 - 12:46pm - User:577 L\PROJECTS\20592\dwg\Survey\20592-C2-EXCOND.dwg n\\�\\R\�a�s\` \\\q�\\\ \\\ `• 9\ 2 \\\(^\ \Y q�\\ \7J�rn ,N., -\ / r / // r �'�G• r\ "1 �p.� ^♦-v/U�_E ; J 4,/r/ ///vIm/ � '/ // // ♦/I �/ -DIO� ' /I0f\�/ ''�O U / IiIA\BN//LlH/O\`/'/I LD/I/N/G / L/ L/(� -107.6- IIIII 10, -7'9O. -/63 m 5- .8se-Z/" s8�4 /\ i� N '- w �5,+, . 995o\14\1 1 -1 �-5. \\245, �O24.45 �rI7 1I� -'. 7 ... 8 -X\ v J�CQZp� 2/ J a2 .14. . 142 ♦ 15 '% 0p V 74 C9, ca 4 • R (D ♦ R 95.7 a i;6"PVC(PER PLAN) BMgt_ ' / / I(LZ L4SOO 54 1NN: 954.46\y O2S44O7 `W w HDPE)4 -952- 5T -953- 14 • 1-� ��---�------�--- t i`_ ------ � dT328.1-7-7- 4 328_1 � 4 - -_-952- - o Q 11100 _ - o- -- S00°0 46J w _S_ I q. I 1-W I v I \ I 3J W I ��O S� Loa � M T W \ I b I - iq 0j�l C" 00 I I I zl I I� ILII <c L - + IL II II U III FI I I I I �O_W L1J O p F p Of I ILII oYa N ¢ � NCO � I1mI m I 'ILII <. Is it "ASH �- i-'_-c0T -UT UT-Ul -UI�T, �. - - UT UT _ UE - UE E UE - UE UE E UE -0E �UE UE UE UE T E UE -- < I - \ � U JERSEY BARRIER a 10 -PVC (PER PLAN) to D C RE: 956.22 (NVId aid) d10 "ZL AUDUBON ROAD m I G� 0 / rn \ g UE EkS a m b Cat no k www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL, CHANHASSEN MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 8303 AUDUBON ROAD Certification I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Licensed LAND SURVEYOR under the laws of the State of Minnesota. Rick M. Blom Registration No. 21729 Date: 10/05/2016 If applicable, contact us for a wet signed copy of this survey which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: Drawn: OL Approved: RMB Book / Page: 1264/36 Phase: Initial Issued: 06/28/2016 Revision History No. Date By Submittal / Revision A 08/16/16 OL ADD UTILITY LINES 8 10/05/16 DL ADD EASEMENTS Sheet Title EXISTING CONDITIONS Sheet No. Revision C2eOl B Project No. 20592 ro �I 9 A IP 939 "1/ y10 9494 10, �3V m + c� a 9q3 6 K3 DID pp ✓ {{ �J 26•'OAK `Ire 1 A y \ \� m A O ^IPROTECT AT ALL TIMES \ I biSEE SHEET C4.01NOTES & SHEET LI.01FOR TREE `+ PROTECTION FENCE \ I q53 1,9OX X954 \Ii / \\ w \ \ \ . 0- N / - \ I ( / /m\ mH s S an \\ ��� V � \�Fv / o \ \ / / 29"TREE 66o 9 9 PROTECT AT ALL TIMES SEE SHEET C4.01 NOTES \\ \ PROTECT AT ALL TIMES000000 9 \\\ \ \� p\ \ // & SHEET L1.01 FOR TREE y+ \ _ 94e- I I ' ` • SEE SHEET C4.01 NOTES 2 -f- 4- \ \\ \\ \ \/? ECTIION FENCE . \\ \ \ ( & SHEET L1.01 FOR TREE t� t \ \ \\\ \\�� ) \ PROTECTION FENCE �iR t \ \ \ \ \ \ O9a3 J - ( mo LIMITS OF DISTURBANCE / \ o OC • w 2 "REE 1^I I \ \9 6\\ i �1 \\\ \ \\ �\ \\ . j . / +g m 14"TREE •$. I o 1 "LOC II' \ ,\ \ 1 �96a/ 60 CO zo ^4 ` f. IL J' %` \ 950/ �\ 9 I ORAINAG£�n /71"- - - - - - � \ \\ � _ _ - ---� A � /a5 she^ 954EA"EAV-PER PbCT _ 6,'i 1:7-- A/953 - - �j- ` - - _ - _ - _X95 REMOVE GATE VALVE\� y \ ' 953 c' �\�t'�\' / J_ REMOVE / I -I- E / I PV i PC D ENO.ME OC / / / I - (P P I f I 1 f 11 I � FL 50 5 15 "P PL IE:9 P 11E: 14 46. 6 S J` �L'{{rr 950. 0 / IE: 145(N) 52 sL I IE:942.6(S) G / IE:944.72(E) 1 REMOVE CATCH BASIN I 942.�5(W) 1 / aa IE:944.82(W) r I I IE• 942.46(N) I m / C / I _ _ / RE MO E LIGHT to' c LAN _ • 4"MAP - L ��__1 ----- / o a 1 nT - - j �- 4,•MAP -� -- 4 -MAP -- -� \ -3 MAFJ I II J m z -. 'REMOVE & RELOCATE co `� HYDRANT & GATE VALVE P f I = SHEET C6.01 r0 m � � -' I SEE TREES TO BE TRANSPLANTED \ \ SEE LANDSCAPE PLAN 38 Q M \ i (nOC '2 j - i O 2 ko REMOVE & RELOCATE / z I +95 HYDRANT & GATE SEE SHEET VALVE 01 TNH:955.37 I / - \ \ ` -1. oma;• -----I- - FL: 951.2 / r I r E:940.02 E) 94a Ny \ \ 1�1 :140.41(N 9)�6 C.j ��� I°°�o \sem - _z, PROTEICT AT ALL TIMES SEE SHEET C4.01 NOTES & SHEET L1.01 FOR TREE PROTECTION FENCE Go a M P 6"PVC N N /nro OI 1= <�- i -'--944J - EDGE OF REEDS IC I I I n T \41\ . \ -943 W U ' D �I i N ' 6"LOQ I� O O \IIm d 11 r 1 I • I O � G. mON yX N \ h0 \ 4 \ \\\ II I / mo rj �0Om 0 v v / 1 953„g �� > o cn FFE: 952.9 A 1 v \ �- THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS 15 A UTILITY QUALITY LEVEL . THIS QUALITY LEVEL WAS DETERMINED! 00 ..� Z �- y ACCORDING TO THE GUIDELINES OF ASCE/CI 38-02, TITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING 1 J �C� Of SUBSURFACE UTILITY DATA." THE CONTRACTOR ANO/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING 52 - .-FEE: 953.0 omQ NZm �f\ / �> \\ `rI d UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE , a 111 "0" 0 Z - � C % / / T Y d HCONTRACTOR 0RHER AND/OR SUBCONTRACTOR AGREE EXACTLY LLOCATEAND PRESERVE ANY AND ALL FOR ANY AND ALL ANDOVERHEAD). IGHT BE OCCASIONED By I 'Q LiF0 mZ / \ 1 a�/ BE FULLY NVERTANTRACTOR LEU NE IS ACTIVE. DRAINRAI LE NILE SHALE SHALL NOTIFYA FROM EERWITHTHELOCATION,SIZE, -i- t� - --979--- L - - r S \ /� �n I \\�a1 dd m I IIIII Til � INVERT ANO IF THE TILE LINE 15 ACnVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROIER ENGINEER. ' \/\d / IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTIUTIES WHICH CONFLICT WITH THE PROPOSED O IMPROVEMENTS SHOWN ON THE PIANS. (� \_y.Jl 611 II• 1 l 11 1 _ OCL 05.2016-12:47Dm - - LEGEND JEB EARLY GRADING PERMIT 07/18/16 JEB • FOUND MONUMENT 08/09/16 WATERMAIN ----- EASEMENT LINE SET MONUMENT cC> ° D -mss SANITARY SEWER - - - - - - SETBACK LINE MARKED LS 47481 @- DD STORM SEWER - 0 - RESTRICTED ACCESS ® ELECTRIC METER D-- 00 FLARED END SECTION - - - - - CONCRETE CURB �rCLIGHT (D-UEELECTRIC TRANSFORMER BUILDING LINE Ac AIR CONDITIONERcg>-- UT ----M TELEPHONE PEDESTAL --------- BUILDING CANOPY (-GUY ANCHOR d- UG -K51 GAS METER BITUMINOUS SURFACE & HANDICAP STALL -ow OVERHEAD WIRE 0 CONCRETE SURFACE Y1 UTILITY POLE -o CHAIN LINK FENCE LANDSCAPE SURFACE OO POST 5- IRON FENCE F1 SIGN -x WIRE FENCE ,,,�� DECIDUOUS TREE -o- WOOD FENCE CONIFEROUS TREE REMOVE EXISTING UTILITY LINE REMOVE EXIST CONCRETE CURB SAW CUT EXIST BITUMINOUS PAVEMENT Irk I� REMOVE EXISTING BITUMINOUS PAVEMENT REMOVE EXISTING CONCRETE PAVEMENT REMOVE EXISTING BUILDING REMOVE EXISTING GRAVEL DRIVE + IF + + + + + REMOVE EXISTING LANDSCAPING REMOVE EXISTING TREE (`{Xj,) REMOVE EXISTING �x�( REMOVE EXISTING UTILITY ,�` REMOVE EXISTING CHAIN LINK FENCE REMOVE EXISTING LIGHT FIXTURE -DEMOLITION NOTES 1. DEMOLITION NOTES ARE NOT COMPREHENSIVE. CONTRACTOR SHALL VISIT THE SITE PRIOR TO CONSTRUCTION TO OBTAIN A CLEAR UNDERSTANDING OF THE INTENDED SCOPE OF WORK. 2. THE DESIGN SHOWN IS BASED ON ENGINEER'S UNDERSTANDING OF EXISTING CONDITIONS. THE EXISTING CONDITIONS SHOWN ON THIS PLAN ARE BASED UPON ALTA AND TOPOGRAPHIC MAPPING PREPARED BY SAMBATEK DATED 07-01-2016. IF CONTRACTOR DOES NOT ACCEPT EXISTING TOPOGRAPHY AS SHOWN ON THE PLANS WITHOUT EXCEPTION, CONTRACTOR SHALL HAVE MADE, AT OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. THE CONTRACTOR IS RESPONSIBLE FOR DEMOLITION, REMOVAL, AND DISPOSING IN A LOCATION APPROVED BY ALL GOVERNING AUTHORITIES AND IN ACCORDANCE WITH APPLICABLE CODES, OF ALL STRUCTURES, PADS, WALLS, FLUMES, FOUNDATIONS, PARKING, DRIVES, DRAINAGE STRUCTURES, UTILITIES, ETC., SUCH THAT THE IMPROVEMENTS SHOWN ON THE PLANS CAN BE CONSTRUCTED. ALL FACILITIES TO BE REMOVED SHALL BE UNDERCUT TO SUITABLE MATERIAL AND BROUGHT TO GRADE WITH SUITABLE COMPACTED FILL MATERIAL PER THE GEOTECHNICAL REPORT AND/OR GEOTECHNICAL ENGINEER. 4. CLEARING AND GRUBBING: CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL DEBRIS FROM THE SITE AND DISPOSING THE DEBRIS IN A LAWFUL MANNER. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND DISPOSAL. 6. CONTRACTOR SHALL COORDINATE WITH RESPECTIVE UTILITY COMPANIES PRIOR TO REMOVAL AND/OR RELOCATION OF UTILITIES. CONTRACTOR SHALL COORDINATE WITH UTILITY COMPANIES CONCERNING PORTIONS OF WORK WHICH MAY BE PERFORMED BY THE UTILITY COMPANIES' FORCES AND ANY FEES WHICH ARE TO BE PAID TO UTILITY COMPANIES FOR SERVICES. CONTRACTOR IS RESPONSIBLE FOR PAYING ALL FEES AND CHARGES. 7. CONTRACTOR IS SPECIFICALLY CAUTIONED THAT LOCATIONS OF EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN DETERMINED FROM INFORMATION AVAILABLE. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE UTILITY MAPPING ACCURACY. PRIOR TO START OF ANY DEMOLITION ACTIVITY, THE CONTRACTOR SHALL NOTIFY UTILITY COMPANIES 48 HOURS PRIOR TO ANY EXCAVATION FOR ON-SITE LOCATIONS OF EXISTING UTILITIES. THE LOCATIONS Of UTILITIES SHALL BE OBTAINED BY THE CONTRACTOR BY CALLING MINNESOTA GOPHER STATE ONE CALL AT 800-252-1166 OR 651-454-0002. 8. THE MAPPING LOCATION OF ALL EXISTING SEWERS, PIPING, AND UTILITIES SHOWN ARE NOT TO BE INTERPRETED AS THE EXACT LOCATION, OR AS THE ONLY OBSTACLES THAT MAY OCCUR ON THE SITE. VERIFY EXISTING CONDITIONS AND PROCEED WITH CAUTION AROUND ANY ANTICIPATED FEATURES. GIVE NOTICE TO ALL UTILITY COMPANIES REGARDING DESTRUCTION AND REMOVAL OF ALL SERVICE LINES AND CAP ALL LINES BEFORE PROCEEDING WITH WORK. UTILITIES DETERMINED TO BE ABANDONED SHALL BE REMOVED IF UNDER THE BUILDING INCLUDING 10' BEYOND FOUNDATIONS. 9. ELECTRICAL, TELEPHONE, CABLE, WATER, FIBER OPTIC CABLE AND/OR GAS LINES NEEDING TO BE REMOVED OR RELOCATED SHALL BE COORDINATED WITH THE AFFECTED UTILITY COMPANY. ADEQUATE TIME SHALL BE PROVIDED FOR RELOCATION AND CLOSE COORDINATION WITH THE UTILITY COMPANY IS NECESSARY TO PROVIDE A SMOOTH TRANSITION IN UTILITY SERVICE. CONTRACTOR SHALL PAY CLOSE ATTENTION TO EXISTING UTILITIES WITHIN THE ROAD RIGHT OF WAY DURING CONSTRUCTION. 10. CONTRACTOR MUST PROTECT THE PUBLIC AT ALL TIMES WITH FENCING, BARRICADES, ENCLOSURES, ETC., TO THE BEST PRACTICES. 11. CONTINUOUS ACCESS SHALL BE MAINTAINED FOR THE SURROUNDING PROPERTIES AT ALL TIMES DURING DEMOLITION OF THE EXISTING FACILITIES. 12. PRIOR TO DEMOLITION OCCURRING, ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED AND APPROVED BY THE LOCAL AUTHORITY. 13. CONTRACTOR SHALL LIMIT SAW -CUT & PAVEMENT REMOVAL TO ONLY THOSE AREAS WHERE IT IS REQUIRED AS SHOWN ON THESE CONSTRUCTION PLANS BUT IF ANY DAMAGE IS INCURRED ON ANY OF THE SURROUNDING PAVEMENT, ETC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ITS REMOVAL AND REPAIR. 14. CONTRACTOR TO PROTECT EXISTING FEATURES WHICH ARE TO REMAIN. DAMAGE TO ANY EXISTING CONDITIONS TO REMAIN WILL BE REPLACED AT CONTRACTOR'S EXPENSE. 15. CONTRACTOR SHALL PREPARE AND SUBMIT TO THE GOVERNING AUTHORITY A TRAFFIC AND/OR PEDESTRIAN TRAFFIC PLAN PER CITY/COUNTY/STATE STANDARDS TO BE APPROVED BY THE LOCAL GOVERNING AUTHORITY. NORTH 0 30 60 SCALE IN FEET Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed:ErL DraWn:JEB Approved: ETL Book / Page: xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title DEMOLITION PLAN Sheet No. Revision C2.02 Project No. 20592 I0"ASH � 3 \ PROPOSED WETLAND BUFFER vA PER WATERSHED REGULATIONS r '\ PROPOSED 1 _ INFILTRATION BASIN J 30' PRINCIPLE STRUCTURE SETBACK `• I BOTTOM EL. = 945.0 10-YRHWL=946.8 \� 100-YRHWL=947.7 \JI\ z ' \ ' 15' ACCESSORY STRUCTURE SETBACK Y O 10 O i� I 20' WETLAND BUFFER PROPOSED D&UEASEN PROPOSED WETLAND BUFFER PER WATERSHED REGULATIONS PROPERTY LIMIT CURB & GUTTER EASEMENT BUILDING RETAINING WALL WETLAND LIMITS TREELINE SAWCUT LINE SIGN PIPE BOLLARD NUMBER OF PARKING STALLS PER ROW KEY NOTE PROPOSED — —DEVELOPMENT NOTES EXISTING STANDARD DUTY s LOCIF ASPHALT PAVING D HEAVY DUTYl ASPHALT PAVING u - CONCRETE PAVING BUILDING, STOOPS, STAIRS SEE ARCHITECTURAL PLANS. PERVIOUS PAVEMENT 1. ALL DIMENSIONS ARE ROUNDED TO THE NEARESTTENTH FOOT. 2. ALL DIMENSIONS SHOWN ARE TO THE FACE OF CURB TO FACE OF CURB UNLESS OTHERWISE NOTED. 3. CONTRACTOR SHALL REVIEW PAVEMENT GRADIENT AND CONSTRUCT "GUTTER OUT" WHERE WATER DRAINS AWAY FROM CURB. ALL OTHER AREAS SHALL BE CONSTRUCTED AS "GUTTER IN" CURB. COORDINATE WITH GRADING CONTRACTOR. 4. ALL AREAS ARE ROUNDED TO THE NEAREST SQUARE FOOT. 5. ALL PARKING STALLS TO BE VIN WIDTH AND 18' IN LENGTH UNLESS OTHERWISE INDICATED. 6. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF EXIT PORCHES, RAMPS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 7. SEE ARCHITECTURAL PLANS FOR PYLON SIGN DETAILS 8. SEE ARCHITECTURAL PLANS FOR LIGHT POLE FOUNDATION DETAIL AND FOR EXACT LOCATIONS OF LIGHT POLE. 9. REFER TO FINAL PLAT FOR LOT BOUNDARIES, LOT NUMBERS, LOT AREAS, AND LOT DIMENSIONS. 10. ALL GRADIENTS ON SIDEWALKS ALONG THE ADA ROUTE SHALL HAVE A MAXIMUM LONGITUDINAL SLOPE OF 5% (1:20), EXCEPT AT CURB RAMPS (1:12), AND A MAXIMUM CROSS SLOPE OF 2.08% (1:48). THE MAXIMUM SLOPE IN ANY DIRECTION ON AN ADA PARKING STALL OR ACCESS ISLE SHALL BE 2.08% (1:48). THE CONTRACTOR SHALL REVIEW AND VERIFY THE GRADIENT IN THE FIELD ALONG THE ADA ROUTES PRIOR TO PLACING CONCRETE OR BITUMINOUS PAVEMENT. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF THERE IS A DISCREPANCY BETWEEN THE GRADIENT IN THE FIELD VERSUS THE DESIGN GRADIENT AND COORDINATE WITH GRADING CONTRACTOR. 11. "NO PARKING" SIGNS SHALL BE PLACED ALONG ALL DRIVEWAYS AS REQUIRED BY CITY. — KEY NOTES _-C I i I 6 6 DC' I THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS 15 A UTILITY QUALITY LEVEL . THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF ASCE/CI 3"2, TITLED "STAN CARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSU R FAC E UTI LITY DATA. "THECONTRACTOR AN D/OR SUBCONTRACTORS SHALL DETER M I N E THE EXACT LOCATION OF ALL EXI STING UTI LITIES BEFOR E CO M M ENCI NO WORK, BY CONTACT NO THE NOTI F ICATION CENTER(GOPH ER STATE O N E FOR M I N N ESOTA). THE CONTRACTOR AN DISUBCONTRACTOR AG R E E TO BE FU LILY RESPO NSI BLE FOR ANY AND ALL DAMAG ES, WH ICH M IG HT BE OCCASIO N ED BY ' HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (U N D ERG ROU NO AND GIVE RH EAD). IF THE CONTRACTOR E N COU NTERS ANY DRAI N TI LE WITH I N THE SITE, H E OR SHE SHALL NOTI FY TH E ENG I NEE R WITH TH E LOCATION, SIZE, INVERT AND IF THE TILE UNE Is ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. I IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED MPROVEMENTS SHOWN ON THE PLANS. ! •00 05. 2016 -1:06D. - Usec577 L VS i EXISTING NURP POND NWL=938.1 100 -YR H W L = 941.2 1 PROPOSED LOW NWL = 937.95 (AFTER IRRIGATION) NORTH 0 30 60 SCALE IN FEET Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. �El aa Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book/ Page:xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title SITE PLAN Sheet No. Revision C3.01 Project No. 20592 s LOCIF _ F A. p BUILDING, STOOPS, STAIRS SEE ARCHITECTURAL PLANS. I — B. B-612 CONCRETE CURB AND GUTTER. I -9s C. \� "DO NOT ENTER" SIGN. B o 'O 9�, � o D. "ONE WAY ONLY" SIGN. Il . `LDC .0p � p � tio• E. ACCESSIBLE PARKING SIGN. B L O F. 6. SEGMENTAL BLOCK RETAINING WALL 26.0 9 11 i G. \ ACCESSIBLE RAMP. O 9 12 17 H. "NO PARKING" SIGN. Qy � o '0 ,y0• Q'S 0 Q3 'O P 0 I. RI00 ` ,. WETLAND BUFFER MONUMENT. SEE DETAIL SHEET C9.01. qs, p 'PS G ry o 0 Py 13 ps _269 0 �� o R w — � �. I. . , O B A, 114.8 E H E A IS. I 66y PSO A 26.0 / / \ /4� _-C I i I 6 6 DC' I THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS 15 A UTILITY QUALITY LEVEL . THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF ASCE/CI 3"2, TITLED "STAN CARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSU R FAC E UTI LITY DATA. "THECONTRACTOR AN D/OR SUBCONTRACTORS SHALL DETER M I N E THE EXACT LOCATION OF ALL EXI STING UTI LITIES BEFOR E CO M M ENCI NO WORK, BY CONTACT NO THE NOTI F ICATION CENTER(GOPH ER STATE O N E FOR M I N N ESOTA). THE CONTRACTOR AN DISUBCONTRACTOR AG R E E TO BE FU LILY RESPO NSI BLE FOR ANY AND ALL DAMAG ES, WH ICH M IG HT BE OCCASIO N ED BY ' HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (U N D ERG ROU NO AND GIVE RH EAD). IF THE CONTRACTOR E N COU NTERS ANY DRAI N TI LE WITH I N THE SITE, H E OR SHE SHALL NOTI FY TH E ENG I NEE R WITH TH E LOCATION, SIZE, INVERT AND IF THE TILE UNE Is ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. I IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED MPROVEMENTS SHOWN ON THE PLANS. ! •00 05. 2016 -1:06D. - Usec577 L VS i EXISTING NURP POND NWL=938.1 100 -YR H W L = 941.2 1 PROPOSED LOW NWL = 937.95 (AFTER IRRIGATION) NORTH 0 30 60 SCALE IN FEET Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. �El aa Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book/ Page:xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title SITE PLAN Sheet No. Revision C3.01 Project No. 20592 ll 11 THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS IS A UTILITY QUALITY LEVEL .THIS QUALITY LEVEL WAS DETERMINED / J `" �1, _ ACCORDING TO THE GUIDELINES OFASCE/CI 38-02,TITLED"STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTIONOF EXISTING /' t-1_ i // \ LEGEND GRADING NOTES SUBSURFACE UTILITY DATA."THECOMRACTORAND/OR SUBCONTRACTORS SHALL DETERMINETHE EXACT LOCATIONOFALL EXISTING ' / i / / "838- \\ UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTAI. THE 56" � y�r / CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY 9 . �I- _�, , �1 PROPOSED EXISTING 1. PROPOSED CONTOURS ARE TO FINISHED SURFACE ELEVATION. SPOT ELEVATIONS ALONG PROPOSED CURB DENOTE GUTTER GRADE. . _/ U AND OVERHEAD. r ANV AND ALL UTILITIES (UNDERGROUND I ,t l HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE( / - - r �%' - i - A PROPERTY LIMIT / ; �� _ ''-�� '� 2. CONTRACTOR SHALL REVIEW PAVEMENT GRADIENT AND CONSTRUCT "GUTTER OUT" WHERE WATER DRAINS AWAY FROM CURB. IF TH E CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION. SIZE, /' / ,N51,_-",-. �/ � .,( ~ 939\ \- • ---- --'" CURB&GUTTER - --- ALL OTHER AREAS SH INVERT AND IF THE TILE LINE ISACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. % j'%/ j �,,� , / \ ALL BE CONSTRUCTED AS "GUTTER IN" CURB. IMPROVEMENTS BE RESPONSIBILITY ON THE PIANS. �39� � �� / �i l _� STORM SEWER 0- �o � l >� ',,, �, OWN IT SHALL BE THE REsvoNsleulry OF THE CONTRACTOR TO RELOCATE ALL EXISTING uralnes wHlw CONFLICT WITH THE PROPOSED / . -r/, r / i ��.,,__, A 3. ALLGRADIENTON SIDEWALKS ALONG THE ADA ROUTE SHALL HAVEA MAXIMUM LONGITUDINAL SLOPE OF 5% 1:20, EXCEPTAT /y'S0 -.:�` /. / , � .." \ DRAINTILE - FF► __ 000 - ;,on -_. . .._. ( 1 � / � /� =>a X X __4 t NORTH CURB RAMPS (1:12), AND A MAXIMUM CROSS SLOPE OF 2.08% (1:48). MAXIMUM SLOPE IN ANY DIRECTION ON AN ADA PARKING / j /'9}9 Jy �, - % \ " BUILDING �- ---- STALL OR ACCESS AISLE SHALL BE IN 2.08% (1:48). CONTRACTOR SHALL REVIEW AND VERIFY THE GRADIENT IN THE FIELD ALONG / � /% I:5+2 / � \� \ , 0 30 60 RETAINING WALL �� - --_- __�._ _ THE ADA ROUTES PRIOR TO PLACING CONCRETE OR BITUMINOUS, CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF /,/i /�� ,� BETWEEN THE GRADIENT IN THE FIELD VERSUS THE DESIGN GRADIENT. COORDINATE ALL WORK WITH C \ THERE ISA DISCREPANCY /''//' y :/�{{ `• � 941' r= \ � WETLAND LIMITS --- s �---- PAVING CONTRACTOR /- f%- /� 1- � / ` _ v \ SCALE N FEET / / TREELtNE �. '�.� , Al., " / - , }� 1 .; \ \ 902.5 9025 CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE /ji !// '"� / /� `�..41, \,• \� \ SPOT ELEVATION X �. CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT �. /� .� >` / I 4P4 210 3 �9 --gp PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. %j��! �,% % / `__943 1 �4 I -M I\ A CONTOUR 02l / / �i �J. %'% _ 945 9q4 \ \ ` RIP RAP 5. SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL �, / _"'� / 946 - 0 7"�\ f, EOF BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY �/�'�� % �/ gq7 \ OVERFLOW ELEV. / z 4 - I\r`� ` .� ` 9 , • \ SWALE & CHECK DAM J'y \_ \ � 902 5 ST 5 DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL - ♦ SEE DETAIL ON THIS SHEET \I \ SOIL BORINGS WORKING HOURS. THE DUTY OF THE ENGINEER OR THE DEVELOPER TO CONDUCT CONSTRUCTION REVIEW OF THE CONTRACTOR'S j % -1, \, \ \ -' 902.5 PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES IN, ON OR ����,� 5 .; u - vA < -n n r ,_A 15,NEAR THE CONSTRUCTION SITE. i , /� / /'Ir `t' \ \ �'�., ` o 6. CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE OWNER'S � � I j `�` , W,a I- � �--- - � .4 � � ` D - .�: \� ' -- � SOILS ENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S SOILS ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE �"`- I \ ` �i?a4 ..H, ,,, �, \ ` ?� h c, \ 2, FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER. / ` \ ,i \ \ A GEOTECHNICAL ENGINEERING SOILS REPORT HA B .i ,1 7- Ct- �s - z z I. j A A `9 r- �.. ✓ c > 1 xi o \ i i i i i i l 1 1 i i' I S BEEN COMPLETED 8Y: '1. � ` - -% 5� '�� r` `� " \ ,'~ I i i Ill COMPANY: AMERICAN ENGINEERING TESTING, INC. / 1 ' 'I ' ,1 'V III 1 1 I \�\\ , ' \ ! ` . PRO( LIRA D 1 BASIiJ ` I-�` � �' ig \ ` r` ' I I i I i' i I i li i i I i i I Ili I i i ADDRESS: 550 CLEVELAND AVENUE NORTH ST. PAUL, MN 55114 i ` "' `, .�� r..- O CjM EL.N 94;5.Q �,,.. � `�,� \\`/, - I' I ' Ii PHONE: 651-789-4645 / I --- - _-. - I i DATED: JULY 26, 2016 I'll I III I'1 I I I( III I' .g5 r 10 YR El WE = 946".8. n � ' > � \ \\ _ \ \ r '' I III (I i i I I i CONTRACTOR SHALL OBTAIN A COPY OF THE SOILS REPORT. / � q�.,. ".o 100 YR HWL 947.7 :� ��; \. <Y-�x...., \' \\ .\( \ i• -Ili ilili i'I I i'iH f +� X953 ✓+ N. m a `r �- `� __ `_J I • III ,III I 7. CONTRACTOR SHALL COMPLETE DEWATERING AS REQUIRED TO COMPLETE THE SITE GRADING CONSTRUCTION. I ,i I.( ( s .r m���, / - r �M�'::::' Iii I!i,i�i1,i, �w ii �. II ,,./ 1 I i I f ✓± - b "• �'9�r �+' -- ' 11__,_� 1 , " _.'� - rt `' y"" ,- . , 8. PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL SHALL BE PERFORMED ON THE STREET AND PARKING AREA 1195A -�, ', 'N ;FT •�+J,�A. `11 " `" �I , �� \. I I I ,�., - ' r PLAN VIEW SUBGRADE. CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THE TEST ROLLING �" "9fi�B ,I°� ; _� •� ! '�- �•4., SHALL BEAT THE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE SOILS ENGINEER. I j I , y > '„ � , � y' � � �, CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILS ENGINEER. f ' I ? +i -9s5_I / 1 _ ', ., r1 I �� �"-L .,I,L\� E X }j ,�iC, 15� 9. REPLACE ALL SUBGRADE SOIL DISTURBED DURING THE CON STRUCTI ON THAT HAVE BECOME UNSUITABLE AND WILL NOT PASS A '[ I �� J per`, i O� 'i , %�y� - % � i �1�y h , // �� / ' ` TEST ROLL. REMOVE UNSUITABLE SOIL FROM THE SITE AND IMPORT SUITABLE SOIL AT NO ADDITIONAL COST TO THE OWNER. I '1 `,``� 93s �1n t = 7 t / �- FINISHED GRADE (:PO�YF� m r •" i5 •-,,. I � , . A. j' _ tr: -„ /, '� 1,, CEO GAG / 10. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING VEHICULAR AND PEDESTRIAN TRAFFIC CONTROL DEVICES .0 N, u` `�_' \ \S O v SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC T 1 � A� \` ' ?s/ \ Y MN/DOT RIP RAP F\N GQP // //\ Y 41• \, �`.'9sa,� ' `•i r i *i CLASS 3 Sri\\�\\ WHERE NECESSARY. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MINNESOTA DEPARTMENT OF n qa r , e ,z � R \ # \ \�\\/��' TRANSPORTATION STANDARDS. .i ` ! y •�` `'-? ' �• \\/\\\ ^aJ. / \/\\�\\\��`�/// 11. EXISTING TREES AND OTHER NATURAL VEGETATION WITHIN THE PROJECT AND/OR ADJACENT TO THE PROJECT ARE OF PRIME ,: y I -,C Ss �; ,U _ `T� 9 , 'ys 9q - \ y%" ` / `'1 ' i \? \/�\/�\\/�\\//\//\ o // /\/ /�// CONCERN TO THE CONTRACTOR'S OPERATIONS AND SHALL BE A RESTRICTED AREA. CONTRACTOR SHALL PROTECT TREES TO REMAIN %? I ' Al .. .A is /A /A/AC/A VA/AA VA C I ,�i I ,� o ,fly, 1* 41 I%` '/ ;ti / A ;.s /\ SAA/,(AA//VA//VAA/' V�� /V /VA// / AT ALL TIMES. EQUIPMENT SHALL NOT NEEDLESSLY BE OPERATED UNDER NEARBY TREES AND EXTREME CAUTION SHALL BE I I ,Q r \ >� / I \ i� / // EXERCISED WHEN WORKING ADJACENT TO TREES, SHOULD ANY PORTION OF THE TREE BRANCHES REQUIRE REMOVALTO PERMIT I f •Y ` .60 \ `9qg ��� / ;' - `. / SLOPED $UBGRADE� \\//\�//\\//\/\\/ OPERATION OF THE CONTRACTOR'S EQUIPMENT, CONTRACTOR SHALL OBTAIN THE SERVICES OFA PROFESSIONAL TREE TRIMMING > SERVICE TO TRIM THE TREES PRIOR TO THE BEGINNING OF OPERATION. SHOULD CONTRACTOR'S OPERATIONS RESULT IN THE I I I \ NATIVE GRASS .. , \ + I j 1 0 ` �, \ gag T -� { m / : BREAKING OF ANY LIMBS, THE BROKEN LIMBS SHOULD BE REMOVED IMMEDIATELY AND CUTS SHALL BE PROPERLY PROTECTED TO \ s 50.0 I I L I • a` `' ` Ti(v:49 5 - �''' m ' �\ __-. MINIMIZE ANY LASTING DAMAGE TO THE TREE. NO TREES SHALL BE REMOVED WITHOUT AUTHORIZATION BY THE ENGINEER. COSTS k...: -'"' \ - Bae - PROFILE VIEW I 1 L , o _ ® ,. 947 �6 a T0�'O / '•' \ y FOR TRIMMING SERVICES SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONSTRUCTION AND NO SPECIAL PAYMENT WILL BE I�f I 1 } �, t--BifpL•49�D .-_`• J' -- r \ � \ MADE. I v* I v r 9. ,: ., 98 -- -- 49.3f1 .- I,, \ m _ _.. _ r,; - ac -9i3 -/ .. S'l � T 49.25 oc) , , , , \ , , ` ', ` , ,` , f g r / '<f _ i \ :49.0 r\ ll.a. ALL VEGETATION WITHIN THE RESTRICTED AREAS SHALL REMAIN.OUTSIDE OF THE DESIGNATED CONSTRUCTION ZONE. ` �� VEIL ED I 1, W ' - / ` RES AREAS SHALL INCLUDE ALL DESIGNATED TREED AREAS % 4 14, I` 9 ` _ __ _ _ _ -- - - _ --_ __ \ . r� ' \\ NOTES: 11.b. CONTRACTOR SHALL RESTRICT ALL GRADING AND CONSTRUCTION ACTIVITIES TO AREAS DESIGNATED ON THE PLANS. -,�..�,..- , v. D. 3--- ' r � •\, I ` • T;gg,S ,T _49.70 v - 947 650.12 - \T \� 1. CHECK DAM TO BE DRY WITHIN 48 HOUR PERIOD, UNLESS DESIGNED OTHERWISE. ACTIVITIES WITHIN THE CONSTRUCTION MAY BE RESTRICTED TO A NARROWER WIDTH IN THE FIELD TO SAVE ADDITIONAL 5 \ r \ \ /Y`'48'0 2. CONTRACTOR TO PROVIDE INFILTRATION TESTING AND OBTAIN APPROVAL BY ENGINEER, TREES AS DIRECTED BY THE OWNER. ( \` Ri(v:49.0 n T:47.0 �I "^ \ \ 950 - PRIOR TO INSTALLATION OF PLANTS. 4 - r " I . m \ y \� \ `,i r ..-._._ __-i ` - 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO INSTALL THE CORRECT SOIL MIX, ll.c. ACTIVITIES PROHIBITED OUTSIDE OF THE CONSTRUCTION BOUNDARIES WOULD INCLUDE, BUT NOT BE LIMITED TO: SOIL ' = 'Loc Igo .� , / \ AND OTHER MATERIAL STOCKPILING, EQUIPMENT OR MACHINERY STORAGE, DRIVING OF ANY VEHICLE, LEAKAGE OR T M . sBa" / \ / / \ 9 r PROVIDE CORRECT PROTECTION DURING CONSTRUCTION AND CORRECT COMPACTION `. " '`,_ \ . \"S�Q5�0 SO.SZ 'm� \ 1 SPILLAGE OF ANY "WASHOUT" OR OTHER TOXIC MATERIAL. THE COLLECTION OF OTHER DEBRIS AND SOIL STOCKPILING r iI I .A 7 -\\ ;�3 g50 _ _ - - - -_ - '` \ } RATES. ti j4 r` `\ `� _ WILL BE IN AN AREA DETERMINED ON-SITE BY THE ENGINEER. 1 d I ' eJ o `\. I - `J - a4 - aak �. <4,\ aro. vaa a�4 a ear ,4i ,,,. \\ \ r ! m _'� 4aa -__ ,ria -... .. a4 aie arai '~ 4�Li EY 4 _ 4 _ ::. 33t • :1 ��., \ d j ` , , _-'9 <ae - _ ' r� . - ,\ \ ,!. \\ \ -SWALE &CHECK DAM 11. ALL RESTRICTED AREAS SHALL BE FENCED OFF WITH BRIGHT ORANGE POLYETHYLENE STAKES STB�71 ! a aea -aaa --- v.�, :ar ray- 4a - - - ziZ ee „� `� \ SHOWN ON THE TREE PROTECTION DETAIL. NO TIME SHALL THIS FENCING BE REMOVED R ACTIVITY OF ANY LKIND TAKES _. 3 q Sa ._. - -.: «., "7,! _ _N.T.S. WITHIN IT. FINAL PLACEMENT OF ALL PROTECTIVE FENCING SHALL BE COMPLETE BEFORE ANY WORK COMMENCES � : ..+. - 7 _ - - - \ _ . .c -. - 1� 11 . I \\ ON-SITE. I - 4 - as aea a _ a a - - = '4 -4f \ NT �r* I „ O I 95 _ �'` 1- as. l4 e - -- + 4 r Ia -- --- a a 1. - : - as -r - - -! N_ A �� `ro y ` v 11.e. BEFORE COMMENCING WITH ANY EXCAVATION CONTRACTOR SHALL COMPLETE ALL PREPARATORY WORK REGARDING TREE I \ �` ---:' ea-- - - - e e .7 a -- - a a ----- a a -- - a a =- aaa --- �I, -- -1 �,� \ ` \ to REMOVAL, ROOT PRUNING, TREE PRUNING AND STUMP REMOVAL TO THE SATISFACTION OF THE OWNER. I �`� 11. an Ott , I ., _, _ - 981 `� '' `. 1.STHP 'v " .O 5o,8Q - , "�, ` VA A - A, A �d.� 11.f. PREPARATORY WORK SHALL INCLUDE THE FOLLOWING AND SHALL BE COMPLETED UNDER THE DIRECT SUPERVISION OF THE ` 9 A v \, OWNER'S REPRESENTATIVE: __ �/' - I• _ Im 11'' - .-, ., _ __ . , _ _ _ 9 9� ` ' \ 11.f.a. TREE REMOVAL: CONTRACTOR SHALL FELL THE TREES. AT NO TIME SHALL TREES BE BULLDOZED OUT, BUT SHALL BE CUT \ L O - - 96 n � J I " 9s. - --51.80 1 952 � DOWN AND STUMPS REMOVED SEPARATELY. PRIOR TO THE FELLING OF ALL TREES, PROPER REMOVAL OF A PORTION OR ,t .7,0 ... -- / \� ALL OF THE CANOPY SHALL BE COMPLETED SO THAT TREES IN THE RESTRICTED AREAS SHALL NOT BE INJURED IN THE I _F - a 9 I.1 I _-.-... _ _ 52 67 52 67- 52 _ 6: .. ll PROCESS. dk 953-' ry a .__ _ .-. _ - { ki I, i i - �' _. , _ - ,-r - -_. _ _ - _ - -- -- _, 9511 `� ll.f.b. ROOT PRUNING: BEFORE ANY STUMPS ARE TO BE REMOVED, ALL RO0T5 SHALL BE SEVERED FROM ROOTS IN THE _� ✓f i - - - - P THE CONSTRUCTION ZONE SHALL BE EXPOSED PRIOR TO ROOT PRUNING -,__- _ , - _ _ RESTRICTED AREAS BY SAW CUTTING WITH A VERMEER DESIGNED FOR ROOT PRUNING, BY HAND, OR WITH A . I. -- �_ • 508S�,PO ' ' • - = _- _- �'O �� - - CHAINSAW. TREE ROOTS PROJECTING INTO 52.40 H t :SF � 7,4 • • 5 AO ' - . ';52.40 -- ST `° 4 5 .90 ` rn \ WITH SMALL MACHINERY, LE..., BOBCAT. 1 53.00 - T - - 52.50 53.00 �, U _ §'2;Q0 53.00 53.00_ __5 ,9 1 __-.-_ _ „� ti --- - - 952:.x_. ... - 53. { \ It i -95 m m `t 11.f.c. STUMP REMOVAL: AT SUCH TIME THAT ROOTS HAVE BEEN PROPERLY SEVERED, STUMPS MAY BE REMOVED. WHERE r-" _ I v I/ I REMOVAL OF CERTAIN STUMPS COULD CAUSE DAMAGE TO EXISTING PROTECTED TREES, TREE STUMPS SHALL BE .i I f ,' r Z.EX r / I' i I \\ ^�/ GROUND OUT. ALL STUMP REMOVAL SHALL BE UNDER THE DIRECT SUPERVISION OF THE OWNER'S REPRESENTATIVE. j; I - "/ � I i I < `\ ! 11.f.d. TREE PRUNING: PROPER PRUNING OF TREES IN THE RESTRICTED ZONE SHALL BE DIRECTED BY AND SUPERVISION AT ALL 1 I ,0.15 EX_ 51.40 -. - __._- -_,_ ---__ /'� I 40� - . \ m _ _ TIMES BY THE OWNER'S REPRESENTATIVE. ti r \•• 2.00 / 53.OD--_ 2 .. - 53.00 - 152.30, , I . I I k �- -;. \. a r ��` ,`• .%95 952= i ( I /I_ \- m 11.g. AN OWNER'S REPRESENTATIVE WI LL BE AVAILABLE AT ALL TIM ES DURING THE PREPARATORY AND CONSTRUCTIO N PERIOD. r.� ...� 11 : 4411,I.7 I "< 1. 5 53.00 i ` 1 c '424 . •`� / m \ �- a1 / 11.h. MULCH RATHER THAN SEED OR SOD WILL BE USED AT THE BASE OF QUALITY TREES TO A PERIMETER DETERMINED BYTHE i - _-. - ; - _._-. - - OWNERS REPRESENTATIVE. AREAS TO BE SEEDED FOR EROSION CONTROL P IN THE N 1i,.• ... I I. ; 1( /I _ ,-. 0 O OL URPOSES WITH EZO E I L„ ---.f- - -' - - -I- - -yam - - - -- -- -- - --- - -l- -- -- - ----- - - ' I- - - - - - - -- - - - -- -- - - - -i-/ - -! -- - rn � ARE TO BE DETERMINED BY THE OWNERS REPRESENTATIVE. NATURAL GROUND COVER WILL BE MAINTAINED WHEREVER } ` I11 _..-- -- / t--- J i� ,/ r /' POSSIBLE __� s11 I D I Ali ST B -4A ST B -5A ' . --- / 11.1. THOSE REQUIRED ON THE PLANS SHALL BE DETERMINED IN ,.__�_ ,.,,,_, � , A - _ I I/�'J THE USE OF RETAINING WALLS NEAR TREES, IN ADDITION TO C ^ } - ii 11 .J •, I ` �95 953,2 - - 4 I j /, / J THE FIELD, BASED ON TREE LOCATIONS AND TOPOGRAPHY. p I i, PII- `- - I -i - ' 4 �OPOSED BUILDING EXPANSION ! / / I I \ \ \ 12. EXCAVATE TOPSOIL FROM AREAS TO BE FURTHER EXCAVATED OR REGRADED AND STOCKPILE IN AREAS DESIGNATED ON THE SITE. C m� I `vim i0r a I \ 26,962 S.F. - � N I; ( I' / CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR RESPREADING ON THE SITE AS SPECIFIED. EXCESS TOPSOIL SHALL BE PLACED m `' 51.16 BC E I a,, 52.26 `^ , / A _ / \ FFE = 953.00 / / j t77 I w \k -__� i 11 IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. CONTRACTOR SHALL SUBCUT CUT AREAS, 0 ! / \ E z \ T ;' , \\ ,� WHERE TURF IS TO BE ESTABLISHED, TO A DEPTH OF 6INCHES. RESPREAD TOPSOIL IN AREAS WHERE TURF IS TO BE ESTABLISHED Z i_ (I `/ ill -I.- u I53.013 . ;1F \ 9\ \ , TO A MINIMUM DEPTH OF 6 INCHES. I I �4 ! ( \ 13. TRENCH BORROW CONSTRUCTION: IF ALLOWED BY THE OWNER, CONTRACTOR SHALL COMPLETE "TRENCH BORROW" EXCAVATION x `' o y%� 1 ( I� • �; / I ,` ` % \ \" \• �\ " IN AREAS DIRECTED BYTHE ENGINEER IN ORDER TO OBTAIN STRUCTURAL MATERIAL. TREES SHALL NOT BE REMOVED OR DAMAGED O i j I•,' --I- -- { 5 0 ,1 5 9 �\ \'9„ AS A RESULT OF THE EXCAVATION, UNLESS APPROVED BY THE ENGINEER. THE EXCAVATION SHALL COMMENCE A MINIMUM OF 10 '.. D _�;,K' I'�•,, - 5T 3A1�; :r -` \\ -\ .1. FEET FROM THE LIMIT Of THE BUILDING PAD. THE EXCAVATION FROM THIS LIMIT SHALL EXTEND ATA MINIMUM SLOPE OF 1 FOOT if -�--- T -lA ST B -2A �\ O 5 aC E 1 52.325 _P B I •.\ \\ \ , \\ HORIZONTAL TO 1 FOOT VERTICAL (1:1) DOWNWARD AND OUTWARD FROM THE FINISHED SURFACE GRADE ELEVATION. THE r\'^ - - 954.0 _ 51 .�7 I - 94 \ TRENCH BORROW EXCAVATION SHALL BE BACKFILLED TO THE PROPOSED FINISHED GRADE ELEVATION, AND SHALL BE COMPACTED N ;� 52 37 E . ^ 52.51 EX `- -_ _ PE, ?.` \\\ \ REQUIREMENTS OF THE QUALITY COMPACTION METHOD AS OUTLINED IN MN/DOT SPECIFICATION r-'- - -� --�- - - - - ' < 07 EX • IN ACCORDANCE WITH 1 - =- "-� rr - I I -: " r \g \. \ 2105.3F2. SNOW FENCESHALL BE FURNISHED AND PLACED ALONG THE PERIMETER OF THE TRENCH BORROW AREA WHERE THE s -'- ' y \ ti .-j °J \ SLOPES EXCEED 2 FOOT HORIZONTAL TO 1 FOOT VERTICAL (2:1). / { ; r ", \ - - 4 I 62. 1 1 1 -- .__ F' - r _�. ___-. - ..A ;I -. - , , „. \ \ 14. FINISHED GRADING SHALL BE COMPLETED, CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING, INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITH UNIFORM LEVELS OR 11 i a _ 4�1_ ., - SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS AND EXISTING GRADES. AREAS THAT HAVE _INFILTRATION BASIN CONSTRUCTION NOTES i° 1, dor, v 9Xr \ v\ �. > n __ ABSENT A SOIL TEST FERTILIZER MEETING ANALYSIS 22-5-10 NPK 80% W.I.N.SHALL BE APPLIED AT A RATE OF 350 2. PERFORMANCE TESTING OF INFILTRATION BASINS: I A � F,_ A V BEEN FINISHED GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTION OPERATIONS, TRAFFIC AND EROSION. REPAIR INFILTRATION BASIN CONSTRUCTION REQUIREMENTS: ( ) '` ALL AREAS THAT HAVE BECOME RUTTED, ERODED OR HAS SETTLED BELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE (INCLUDES ALL DEVICES USING FILTRATION THROUGH A SOIL MEDIUM TO CAPTURE STORM WATER RUNOFF BUT ARE NOT LBS/ACRE FOR SEED MIXTURE 25-131, OR FERTILIZER WITH AN ANALYSIS OF 18-1-8 (NPK) (FOR LOAMS, CLAY LOAM TO BE CONDUCTED IF DESIGN INFILTRATIOR-AE WAS VERIFIED ACCORDING TO ASTM D-3385-03 "STANDARD TEST METHOD '�,_ / `- CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO EQUAL OR BETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF LIMITED TO: INFILTRATION BASINS, INFILTRATION TRENCHES, BIOFILTRATION BASINS, RAINWATER GARDENS, SAND FILTERS, SOIL), OR 17-10-7 (NPK) (FOR SANDS WITH LESS THAN 30% ORGANIC AND CLAY MATTER) NATURAL BASE SHALL BE FOR INFILTRATION RATE OF SOILS IN FIELD USING DOUBLE -RING INFILTROMETER".) \ ! ', i THE NEW WORK. ORGANIC FILTERS, BICRETE NTI0N AREAS, ENHANCED SWALES, DRY STORAGE PONDS WITH UNDERONAIN DISCHARGE, AND APPLIED AT A RATE OF 150 LBS/ACRE FOR SEED MIXTURE 35-241. NATURAL DEPRESSIONS (IF USED TO PROVIDE STORMWATER TREATMENT OF NEW IMPERIOUS SURFACE)) ALL COSTS RELATED TO THE PERFORMANCE INFILTRATION TESTING SHALL BE PAID BY THE OWNER, EXCEPT AS NOTED. THE 143 " �-15. TOLERANCES l.f. BELOW THE INFILTRATION BASIN OUTLET, INCLUDING BASIN FLOOR, PLACE PLANTING MEDIUM SOIL BASED ON -SITE INFILTRATION BASINS WILL BE TESTED IN ACCORDANCE TO THE FOLLOWING PROCEDURE: __ ' �- -- i' ", `,-- 15.a. THE RESIDENTIAL BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.30 FOOT ABOVE, 1.a. THE INFILTRATION BASIN SHALL BE EXCAVATED TO NO LOWER THAN 2.0 FEET ABOVE FINISHED GRADE DURING SOIL CONDITIONS, AND ALSO BASED ON LANDSCAPE ARCHITECT, WATERSHED, AND/OR CITY RECOMMENDATIONS (SEE • • - 942 ,jll�- '' ./ OR 0.30 FOOT BELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE. +tll CONSTRUCTION WITH THE EXCEPTION OF INSTALLING THE INLET FLARED END SECTION (IF APPLICABLE). ONCE STREET DETAIL ON PLAN). DISTURBED AREAS TO BE SEEDED WITH MN STATE SEED MIXTURE 33-261 (STORMWATER SOUTH 2.a.,. A MINIMUM OF TWO INFILTRATION TESTS SHALL BE COMPLETED FOR EACH INFILTRATION BASIN (0.5 ACRE FLOOR -9+0939. - '_; AND WEST) APPLIED AT A RATE OF 35 LBS/ACRE. DRAINTILE INSTALLATION (IF REQUIRED) SHALL BE INSTALLED ;�` _ -,_ 15.b. THE COMMERCIAL BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.10 FOOTABOVE, AND UTILITY CONSTRUCTION CEASES AND "FINAL STABILIZATION' (AS DEFINED ACCORDING TO MNR1000001 AREA OR LESS). THE REQUIRED NUMBER OF TESTS SHALL BE VERIFIED WITH THE SOILS ENGINEER AND THE GOVERNING I. OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE. CONSTRUCTION STORM WATER PERMIT SECTION IV.G) OF CONTRIBUTING DRAINAGE AREA HAS BEEN COMPLETED, CONCURRENTLY WITH FLOOR CONSTRUCTION. AUTHORITIES. AND ONLY AFTER THE OWNER'S ENGINEER AUTHORIZES CONTRACTOR TO PROCEED, INFILTRATION BASIN SHALL BE_,/_EXCAVATED TO FINISHED GRADE. NOTE: INFILTRATION BASIN FLOOR EXCAVATING, PLANTING MEDIUM SOIL PLACEMENT, DRAINTILE INSTALLATION, 2.b. TWO ADDITIONAL TESTS WILL BE REQUIRED FOR EACH 0.5 ACRE OF INFILTRATION BASIN FLOOR AREA. ( 15.c. THE STREET OR PARKING AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN . FOOT ETC. SHALL TAKE PLACE ONLYAFTER THE OWNER'S ENGINEER AUTHORIZES CONTRACTOR TO PROCEED AND AFTER �„1. ABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE. 1.b. HEAVY EQUIPMENT SHALL NOT TRAVEL WITHIN THE INFILTRATION BASIN AREA. EXCAVATION WITHIN THE INFILTRATION BASIN SIDESLOPES (ABOVE OUTLET ELEVATION) HAVE UNDERGONE "FINAL STABILIZATION" WHICH 2.c, TEST PROCEDURE WILL FOLLOW ASTM D-3385-09 "STANDARD TEST METHOD FOR INFILTRATION RATE OF SOILS IN. . INFILTRATION BASIN SHALL BE PERFORMED BY USE OF A BACKHOE BUCKET WITH TEETH. CONTRACTOR SHALL DISC OR INCLUDES FLUSHING OUT ACCUMULATED SILT AND SEDIMENT FROM CONTRIBUTING STORM SEWER. EXCAVATED FIELD USING DOUBLE -RING INFILTROMETER". ��.. '�; .. I 15.d. AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.30 FOOT ABOVE OR BELOW THE REQUIRED ELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER. TILL THE SOILS IF REQUIRED BY THE SOILS ENGINEER. BASIN MATERIAL SHALL BE DISPOSED OF DOWNSTREAM OF BASIN AREA, If POSSIBLE, OR OFF-SITE.. \� t- EXISTING '2.d. TEST WILL BE CONDUCTED AT THE FINISHED BASIN FLOOR ELEVATION. \ NURP POND 15.e. TOPSOIL SHALL BE GRADED TO PLUS OR MINUS 1/2 INCH OF THE SPECIFIED THICKNESS. 1.c. INFILTRATION BASIN SHALL BE PROTECTED BY SILT FENCE DURING ALL CONSTRUCTION ACTIVITIES. ALL DEPOSITED SEED APPLICATION PROCEDURE! NWL = 938.1 SEDIMENT DURING CONSTRUCTION ACTIVITY SHALL BE PROPERLY DISPOSED OF DOWNSTREAM OF INFILTRATION MIXTURE APPLICATION PROCEDURES SHALL FOLLOW (MN/DOT) SPECIFICATION 2575.3. SEED SHALL BE SECURED BY 2.e, TEST WILL BE FOR A PERIOD AS OUTLINED IN ASTM D-3385-09. 100 -YR HWL = 941.2 16. AFTER THE SITE GRADING IS COMPLETED, IF EXCESS OR SHORTAGE OF SOIL MATERIAL EXISTS, CONTRACTOR SHALL TRANSPORT ALL BASIN, IF POSSIBLE. USE OF HYDRO MULCH, OR SECURED BY (MN/DOT) SPECIFICATION 3885 CATEGORY 1 OR CATEGORY 3 EROSION 2.f. THE TEST RESULTS WILL BE AVERAGED TO OBTAIN THE INFILTRATION RATE USED FOR ACCEPTANCE. I EXCESS SOIL MATERIAL OFF THE SITE TO AN AREA SELECTED BY THE CONTRACTOR, OR IMPORT SUITABLE MATERIAL TO THE SITE. BLANKET. ABSENT A SOIL TEST, FERTILIZER WITH AN ANALYSIS OF 18-1-8 (NPK) (FOR LOAMS, CLAY LOAM SOIL), OR PROPOSED LOW l.d. ALL FLARED END SECTION INLETS AND CATCH BASIN MANHOLE INLETS SHALL HAVE INLET EROSION CONTROL 17-10-7 NPK FOR SANDS WITH LESS THAN 30% ORGANIC AND CLAY MATTER), NATURAL BASE SHALL BE APPLIED ATA o ' (NPK) ( NWL = 937.95 17. CONTRACTOR SHALL DETERMINE THE LOCATION OF ANY HAUL ROADS THAT MAY BE REQUIRED TO COMPLETE THE SITE GRADING PROTECTION IN PLACE UNTIL FINAL STABILIZATION BASIN HAS OCCURRED. RATE OF 120 LBS/ACRE. 2.g. THE LOWEST MEASURED INFILTRATION RATE SHALL EXCEED THE DESIGN INFILTRATION RATE OF 0.2 INCHES/HOUR. m CONSTRUCTION AND SHALL INDICATE HAUL ROADS ON EROSION AND SEDIMENT CONTROL "SITE MAP". CONTRACTOR SHALL (AFTER IRRIGATION) IN OUTLET ELEVATION INCLUDING THE BERM AND DISTURBED AREAS, A MINIMUM OF 2.h. THE AVERAGE OF THE MEASURED INFILTRATION RATES MUST MEET OR EXCEED THE DESIGN RATE OF 0.2 INCHES/HOUR \. - ' COMPLY WITH THE REQUIREMENTS OF THE GOVERNING AUTHORITY OF EACH ROADWAY. CONTRACTOR SHALL POST WHATEVER l.e. ABOVE THE INFILTRATION BAS OU l.g. CONTRACTOR SHALL RESEED OR REPLANT ANY AREAS ON WHICH THE ORIGINAL SEED HAS FAILED TO GERMINATE AS - I SECURITY, AND COMPLY WITH ALL CONDITIONS WHICH ARE REQUIRED BY EACH GOVERNING AUTHORITY OF EACH ROADWAY. 4" DEPTH OF TOPSOIL MATERIAL SHALL BE PLACED TO THE FINISHED GRADE ELEVATION. TOPSOIL SHALL MEET DIRECTED BY THE OWNER'S ENGINEER. DIVIDED BY THE CORRECTION FACTOR USED IN CALCULATING THE DESIGN RATE AS NOTED IN TABLE 12.INF.8 FROM '-I (MN/DOT) SPECIFICATION. THE AREA SHALL BE SEEDED WITH MN STATE SEED MIXTURE 25-131 (LOW MAINTENANCE THE LATEST EDITION OF THE MINNESOTA STORMWATER MANUAL. `k, 18. RETAINING WALL(S) SHALL BE CONSTRUCTED OF MODULAR BLOCK MATERIAL. CONTRACTOR SHALL SUBMIT TO THE ENGINEER AND TURF) APPLIED AT A RATE OF 220 LBS/ACRE, OR MN STATE SEED MIXTURE 35-241 (MESIC PRAIRIE GENERAL) APPLIED l.h. IF ALTERNATIVE METHODS OF INFILTRATION BASIN CONSTRUCTION ARE PROPOSED BY THE CONTRACTOR, THOSE \ j I I LOCAL AUTHORITY CERTIFIED ENGINEERING DRAWINGS, DESIGN CALCULATIONS AND SOIL BORINGS. THE CERTIFIED ENGINEER FOR AT A RATE OF 36.5 LBS/ACRE. SOD MEETING (MN/DOT) SPECIFICATION 3875.2-B CAN BE SUBSTITUTED FOR SEED. ALTERNATIVE METHODS WILL REQUIRE WRITTEN APPROVAL BYTHE OWNER'S ENGINEER. - IF THE INFILTRATION RATE A5 TESTED DOES NOT MEET OR EXCEED THE REQUIRED RATE AS DETERMINED ABOVE, \,* THE RETAINING WALL(S) SHALL PROVIDE CONSTRUCTION OBSERVATIONS OF THE RETAINING WALL IMPROVEMENT, AND A LETTER CONTRACTOR WILL BE REQUIRED TO COMPLETE SOIL CORRECTIVE AND/OR SOIL REPLACEMENT WORK AS NECESSARY I I - I CERTIFYING THE INSTALLATION OF THE WALL(S) WAS CONSTRUCTED IN CONFORMANCE WITH THE PLANS AND SPECIFICATIONS. SEED APPLICATION PROCEDURE: 1.i. COSTS FOR REMOBIUZATION (IF REQUIRED) TO COMPLETE INFILTRATION BASIN CONSTRUCTION WILL BE CONDUCTED WITHIN THE INFILTRATION BASIN AREA AT THE CONTRACTOR'S EXPENSE UNTIL THE INFILTRATION RATE AS TESTED ; i I 1 - MIXTURE APPLICATION PROCEDURES SHALL FOLLOW (MN/DOT) SPECIFICATION 2575.3. SEED SHALL BE SECURED BY AT THE CONTRACTOR'S EXPENSE. EXCEEDS THE REQUIRED RATE AS DETERMINED ABOVE. SUBSEQUENT RE -TESTING WILL BE REQUIRED UNTIL THE ; I I USE OF (MN/DOT) SPECIFICATION 3885 CATEGORY 1 EROSION BLANKET. INFILTRATION AS TESTED EXCEEDS THE REQUIRED RATE AS DETERMINED ABOVE. RE -TESTING SHALL BEAT THE CONTRACTOR'S EXPENSE AND WILL BE DEDUCTED FROM THE AMOUNT DUE THE CONTRACTOR. i A a tkssambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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 MiSnesota. ,7ar4�-►�a Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which Is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book/ Page: xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title GRADING PLAN Sheet No. Revision C4.01 Project No. 20592 SOIL EROSION / SEDIMENTATION CONTROL OPERATION TIME SCHEDULE y1 \339 \ \\ C \ \ / \ \\ NOTE: CONTRACTOR OR GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR SPECIFIC PROJECT SCHEDULE i 7 � , / /'� ✓ I \ \� \ \ 946 / - 95 A DURING CONSTRUCTION, THE INFILTRATION BASIN AREA SHALL BE PROTECTED FROM (I I LeSA \! /// x : Sr �\ \ \ \\`\ \� \\tr , `�-��COMPACTIONANDDISTURBANCE. THE \,r•, /' Xr T!1 _ ` INFILTRATION BASIN AREA SHALL NOT BE Dp \\ • \ EXCAVATED PRIOR TO SUBSTANTIAL _ _ \ COMPLETION OF THE SITE WORK AND STABILIZATION OF SLOPES. / \,\�\� N/it vil)i •� \ \ 945. -. l `X-2 993 ! I (I OGI I I \0.2, `AC Q__ / 9478 I'tl l � -LDC I \ \ �L-964 / / ^ �� 11 /-95e�\\ ST 8 1104 49� y I II $L ,q51�\ U �.� 967\\\\ \ 961 \\ I 9�/--_ -- v / vy�� v v`y 0. ST 8-6A ST 8-7A_ II / IDG f 1 / /- 1--_ _1 ,� 15"HDPE - IP2 ----- --- 15'HDPE - ------- 952- IE: -- _ / I ---- — - ----- - _ ---- ' IP � � � ------��----_� I / / 952�- IE:944.72(E) i IE: 944.82 ,`�G\(W)---------ir1 I '` a —i --t l STB-4A STB-SAD C I 19536 92 C orqc \\'r O z Io cc�+ r ST 3A�j\ STAB -1A hB-2A S�JIPPa \ V A AV 9528 954.0 / , +.,.. \\ � � 6 La - 1� 1�1 III�� II I) -- V\ I pp � � 6•Lo�clp I I I �— L 7 I ; II 11 , I g537 J.; THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PIANS IS A UTILITY QUALITY LEVEL . THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF ASCE/CI 38-02, TITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/Oft SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). IF THE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, INVERT AND IF THE TILE LINE IS ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PIANS. Oct 05. 2016-12:52om -User 577 L,\PROJECTS\20592\dwg\Civil\preliminary\20592-C5-EROS.dwg � � I zm)xm�-`l 411-111111 N � t \9 ' ' I IP2 /' hII � \ \ ��vA \ � •>-X944-� � \ I 'v'1- j � // x_943 o\ / \\\ \ \ \ \\\ 942- y4\ 40 Ay Us IIIIIIII I h / \� LEGEND ST 5 9025 DIRECTION OF PROPOSED EXISTING CURB & GUTTER 1906 STORM SEWER 0— ►► ----a--- DRAINTILE — ►►► — ►►► — --- >> - --- >;> CONTOUR x-902_ i yon RIP RAP UNIT OVERFLOW ELEV.EOF 902.5 SILT FENCE — — —SF— — —SF— SILT DIKE TEMPORARY CONTROL MEASURES LIMITS OF DISTURBANCE ® IP -2 TEMPORARY STONE CITY COMMENTS CONSTRUCTION ENTRANCE STRIP & STOCKPILE TOPSOIL TEMPORARY CONSTRUCTION ROADS FOYNDATION / BUILDING CONSTRUCTION SITE CONSTRUCTION PERMANENT CONTROL STRUCTURES LANDSCAPING/ SEED/ FINAL STAWLI �TION -STQ.RM FACILITIES / \ \\ NOTE: CONTRACTOR OR GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR SPECIFIC PROJECT SCHEDULE i 7 � , / /'� ✓ I \ \� \ \ 946 / - 95 A DURING CONSTRUCTION, THE INFILTRATION BASIN AREA SHALL BE PROTECTED FROM (I I LeSA \! /// x : Sr �\ \ \ \\`\ \� \\tr , `�-��COMPACTIONANDDISTURBANCE. THE \,r•, /' Xr T!1 _ ` INFILTRATION BASIN AREA SHALL NOT BE Dp \\ • \ EXCAVATED PRIOR TO SUBSTANTIAL _ _ \ COMPLETION OF THE SITE WORK AND STABILIZATION OF SLOPES. / \,\�\� N/it vil)i •� \ \ 945. -. l `X-2 993 ! I (I OGI I I \0.2, `AC Q__ / 9478 I'tl l � -LDC I \ \ �L-964 / / ^ �� 11 /-95e�\\ ST 8 1104 49� y I II $L ,q51�\ U �.� 967\\\\ \ 961 \\ I 9�/--_ -- v / vy�� v v`y 0. ST 8-6A ST 8-7A_ II / IDG f 1 / /- 1--_ _1 ,� 15"HDPE - IP2 ----- --- 15'HDPE - ------- 952- IE: -- _ / I ---- — - ----- - _ ---- ' IP � � � ------��----_� I / / 952�- IE:944.72(E) i IE: 944.82 ,`�G\(W)---------ir1 I '` a —i --t l STB-4A STB-SAD C I 19536 92 C orqc \\'r O z Io cc�+ r ST 3A�j\ STAB -1A hB-2A S�JIPPa \ V A AV 9528 954.0 / , +.,.. \\ � � 6 La - 1� 1�1 III�� II I) -- V\ I pp � � 6•Lo�clp I I I �— L 7 I ; II 11 , I g537 J.; THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PIANS IS A UTILITY QUALITY LEVEL . THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF ASCE/CI 38-02, TITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/Oft SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES (UNDERGROUND AND OVERHEAD). IF THE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, INVERT AND IF THE TILE LINE IS ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PIANS. Oct 05. 2016-12:52om -User 577 L,\PROJECTS\20592\dwg\Civil\preliminary\20592-C5-EROS.dwg � � I zm)xm�-`l 411-111111 N � t \9 ' ' I IP2 /' hII � \ \ ��vA \ � •>-X944-� � \ I 'v'1- j � // x_943 o\ / \\\ \ \ \ \\\ 942- y4\ 40 Ay Us IIIIIIII I h / \� LEGEND ST 5 9025 DIRECTION OF PROPOSED EXISTING CURB & GUTTER 1906 STORM SEWER 0— ►► ----a--- DRAINTILE — ►►► — ►►► — --- >> - --- >;> CONTOUR x-902_ i yon RIP RAP UNIT OVERFLOW ELEV.EOF 902.5 SILT FENCE — — —SF— — —SF— SILT DIKE ---SD---SD— LIMITS OF DISTURBANCE ® IP -2 SOIL BORINGS ST 5 9025 DIRECTION OF SILT FENCE OVERLAND FLOW 1906 TEMPORARY DIVERSION I LINEAR FEET 10 DITCH 760 CHECK DAM 1 LIMITS DRAINAGE UNIT SUB -BASIN INLET PROTECTION DEVICE (IP -2) BIO -ROLL 4 INLET PROTECTION DEVICE 1 ® IP -1 INLET PROTECTION DEVICE 2 ® IP -2 TEMPORARY STONE CITY COMMENTS CONSTRUCTION ENTRANCE TEMPORARY SEDIMENT BASIN E{ SB TEMPORARY STORAGE AND PARKING AREA -ail TS TEMPORARY STABILIZATION MEASURES (SEED, MULCH, MATS OR BLANKETS AS S M OUTLINED IN THE SWPPP) —SEQUENCE OF CONSTRUCTION PHASE I: 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL INLET PROTECTION DEVICES. 5. CLEAR AND GRUB THE SITE. 6. BEGIN GRADING THE SITE. 7. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. —NOTE TO CONTRACTOR THE EROSION CONTROL PLAN SHEETS ALONG WITH THE REST OF THE SWPPP MUST BE KEPT ONSITE UNTIL THE NOTICE OF TERMINATION IS FILED WITH THE MPCA, THE CONTRACTOR MUST UPDATE THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS AS NECESSARY TO INCLUDE ADDITIONAL REQUIREMENTS, SUCH AS ADDITIONAL OR MODIFIED BMPS DESIGNED TO CORRECT PROBLEMS IDENTIFIED. AFTER FILING THE NOTICE OF TERMINATION, THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS, AND ALL REVISIONS TO IT MUST BE SUBMITTED TO THE OWNER, TO BE KEPT ON FILE IN ACCORDANCE WITH THE RECORD RETENTION REQUIREMENTS DESCRIBED IN THE SWPPP NARRATIVE. —AREA SUMMARY IN ACRES TOTAL SITE AREA 16.27 AC± TOTAL DISTURBED 12.29 AC± PRE - CONSTRUCTION IMPERVIOUS 2.11 AC± * REFER TO SHEET C5.03 FOR GENERAL NOTES, MAINTENANCE NOTES, LOCATION MAPS, AND STANDARD DETAILS EROSION CONTROL MATERIALS QUANTITIES ITEM UNIT I QUANTITY SILT FENCE LINEAR FEET 1906 SILT DIKE I LINEAR FEET 10 BIO -ROLL LINEAR FEET 760 CONSTRUCTION ENTRANCE UNIT 1 INLET PROTECTION DEVICE (IP -1) UNIT 0 INLET PROTECTION DEVICE (IP -2) UNIT 4 —ADDITIONAL NOTES 1. FINAL SITE STABILIZATION MEASURES MUST SPECIFY THAT AT LEAST SIX INCHES OF TOPSOIL OR ORGANIC MATTER BE SPREAD AND INCORPORATED INTO THE UNDERLYING SOIL DURING FINAL SITE TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVED. 2. SOIL SURFACES COMPACTED DURING CONSTRUCTION AND REMAINING PERVIOUS UPON COMPLETION OF CONSTRUCTION MUST BE DECOMPACTED THROUGH SOIL AMENDMENT AND/OR RIPPING TO A DEPTH OF 18 INCHES WHILE TAKING CARE TO AVOID UTILITIES, TREE ROOTS AND OTHER EXISTING VEGETATION PRIOR TO FINAL REVEGETATION OR OTHER STABILIZATION. 3. ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 7 CALENDAR DAYS AFTER LAND -DISTURBING WORK HAS TEMPORARILY OR PERMANENTLY CEASED. 4. THE PERMITTEE MUST, AT A MINIMUM, INSPECT, MAINTAIN AND REPAIR ALL DISTURBED SURFACES AND ALL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATION MEASURES EVERY DAY WORK 15 PERFORMED ON THE SITE AND AT LEAST WEEKLY UNTIL LAND -DISTURBING ACTIVITY HAS CEASED. THEREAFTER, THE PERMITTEE MUST PERFORM THESE RESPONSIBILITIES AT LEAST WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THE PERMITTEE WILL MAINTAIN A LOG OF ACTIVITIES UNDER THIS SECTION FOR INSPECTION BY THE DISTRICT ON REQUEST. 5. THE POTENTIAL TRANSFER OF AQUATIC INVASIVE SPECIES (E.G., ZEBRA MUSSELS, EURASIAN WATERMILFOIL, ETC.) MUST BE MINIMIZED TO THE MAXIMUM EXTENT POSSIBLE. NORTH 0 30 60 SCALE IN FEET y Sambatek www,sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. III . III 2Ea Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book / Page: xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 1EB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title EROSION CONTROL PHASE 1 Sheet No. Revision C5.01 Project No. 20592 9 / - -SOIL EROSION/ SEDIMENTATION CONTROL OPERATION TIME SCHEDULE - g3 / 4 ti3 // t✓wJ f \ 1 9k" f g \ ♦ \ \ 942 / O \ \ op �9q C \ 943 1 \ \ L \ \ r;, \ \\ \NOTE: CONTRACTOR OR GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR SPECIFIC PROJECT SCHEDULE 945 >t C61c X24 OAK �- %/ JI �<. \ \ - \\ ♦ �LL-� I I I I // %�1` 1 I � � 953 � \� �' � � s^,x, DURING CONSTRUCTION, THE INFILTRATION 1 11 I I \ \\ / ' BASIN AREA SHALL BE PROTECTED FROM , COMPACTION AND DISTURBANCE. THE * _.v ♦' t �Z Lg51' \' �,T \ � �\ \ \ y �n �� INFILTRATION BASIN AREA SHALL NOT BE A \\ Ir I \ Ii ! \ :� \ EXCAVATED PRIOR TO SUBSTANTIALCOM (III uss I ` \ •\\\ \\ 1,iJ\I \`-\ STABL IZATOON OF SLOPES. N OF THE SITE WORK AND Vf'� /r �,-•r. _ /� \ 'f �`E,', I 0{i` \t` tC{}b{)lC \ ��� 99\ �\ 1 / / / �` �^ \\ ♦ \ ys \�� y„� O� ._ .-•\ \ _- 948- ♦ \\ S�l - 947.8 ¢ \ \\ \ \\= .-/ / / - / ^ Ai� \\`\.. L t\♦ / 9Ny / / �\l `.. I \7/Ilk, \ \ -. \ it \ ♦ ( u \ \ \� `` \ 11 44 I 4 \ U \ B t 1 444 444 4 444 - 44< 444 ( 58' \8 t 14i \ . CJB. 44 44 - _ 4 4 4 - - 1 4 - 4 4 4 1 44 •' A � � VA. 1 ♦ \ V �� � _\�\_ I / , 1 I' if- 2�----------- ---- - - - - - - /L0C / N � � �� I SII I I �♦ ( f- I III I � :L:9F A I ------ - _------ 'I Pip �I Lt.Q4 0.21 2 I �Ir: -. } ♦� �� 1E.46 Fs, IPI 12 I I I Ste_ I��I' I �✓ 9oL0 !� r- �- �L /-.____.--- �_ - J%1A--C `---------- ('--- --=-I-I- I _ n 1\ - ---- ------ -� _ I I' ST B -4A 953.2 �/� J �• 11 STBSA \ ,� I I D I 11 -( 9509OPOSED BUILDING EXPANSION 26962SF �� a" \ ,.. I�1 �; � ♦�� \ � / x T FIFE = 953.00 r- \ \ i \ \ F \ O O: I I I / / ( \10 ♦ \\ \ \ �G D V�I / a ST \ ''� ♦ \\ 15 - ST -1A Sr, 9-2AK,k 81 7 - _ = 52.8 �' � 954.0 �4 6_00 IvIIIL�J( I I I lU�\ i\ ..I I I 1 1 I �953� THESUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS IS A UILITY QUALITY LEVEL . THIS QUALITY LEVEL AS DETERMINED �} ACCORDING TO THE GUIDELINES OF ASCE/CI 38-02, TITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES(UNDERGROUND AND OVERHEAD). j yy I 't IFTHECONTRACTOR ENCOUNTERSANY DRAIN TILE WITHIN THE SITE, HEOR SHESHALL NOTIFYTHE ENGINEER WITH THE LOCATION,SIZE, INVERT AND IF THE TILE LINE Is ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. ITSHALL BETHE RESPONSIBILITYOF THE CONTRACTORTO RELOCATEALL EXISTING UTILITIESWHICH CONFLICTWITHTHE PROPOSED IMPROVEMENTS SHOWN ON THE PIANS. Oa 05. 2016 -12:520. - User.577 L:\PROJECTS\20592\dwg\Civil\Preliminary\20592-C5-EROS.dwg \ �9 \ X V IPR I _-944 _'_--943-\ vi 40 �A",` r IXI i Ir 60 \��^y�. / / I �\ 1+ I I C -LEGEND 6.27 AC± TOTAL DISTURBED 12.29 AC± PRE -CONSTRUCTION IMPERVIOUS 12.11 PROPOSED EXISTING CURB & GUTTER ---- -- STORM SEWER QD - ►► -® }--- » - DRAINTILE - ►►► - ►►► - -Pao -- oPo --- CONTOUR.- INLET PROTECTION DEVICE (IP -2) RIP RAP coo OVERFLOW ELEV. EOE 09/23/16 902.5 SILT FENCE ---SF---SF- SILT DIKE ---SD---SD- LIMITS OF DISTURBANCE STRIP & STOCKPILE TOPSOIL ROUGH GRADE / SEDIMENT CONTROL TEMPORARY CONSTRUCTION ROADS FOJJNDATION / BUILDING CONSTRUCTION 'SITE CONSTRUCTION :PERMANENT CONTROL STRUCTURES FINISH GRADING LANDSCAPING/ SEED/ FINAL STABILIZATION 'STQ.RM FACILITIES 943 1 \ \ L \ \ r;, \ \\ \NOTE: CONTRACTOR OR GENERAL CONTRACTOR TO COMPLETE TABLE WITH THEIR SPECIFIC PROJECT SCHEDULE 945 >t C61c X24 OAK �- %/ JI �<. \ \ - \\ ♦ �LL-� I I I I // %�1` 1 I � � 953 � \� �' � � s^,x, DURING CONSTRUCTION, THE INFILTRATION 1 11 I I \ \\ / ' BASIN AREA SHALL BE PROTECTED FROM , COMPACTION AND DISTURBANCE. THE * _.v ♦' t �Z Lg51' \' �,T \ � �\ \ \ y �n �� INFILTRATION BASIN AREA SHALL NOT BE A \\ Ir I \ Ii ! \ :� \ EXCAVATED PRIOR TO SUBSTANTIALCOM (III uss I ` \ •\\\ \\ 1,iJ\I \`-\ STABL IZATOON OF SLOPES. N OF THE SITE WORK AND Vf'� /r �,-•r. _ /� \ 'f �`E,', I 0{i` \t` tC{}b{)lC \ ��� 99\ �\ 1 / / / �` �^ \\ ♦ \ ys \�� y„� O� ._ .-•\ \ _- 948- ♦ \\ S�l - 947.8 ¢ \ \\ \ \\= .-/ / / - / ^ Ai� \\`\.. L t\♦ / 9Ny / / �\l `.. I \7/Ilk, \ \ -. \ it \ ♦ ( u \ \ \� `` \ 11 44 I 4 \ U \ B t 1 444 444 4 444 - 44< 444 ( 58' \8 t 14i \ . CJB. 44 44 - _ 4 4 4 - - 1 4 - 4 4 4 1 44 •' A � � VA. 1 ♦ \ V �� � _\�\_ I / , 1 I' if- 2�----------- ---- - - - - - - /L0C / N � � �� I SII I I �♦ ( f- I III I � :L:9F A I ------ - _------ 'I Pip �I Lt.Q4 0.21 2 I �Ir: -. } ♦� �� 1E.46 Fs, IPI 12 I I I Ste_ I��I' I �✓ 9oL0 !� r- �- �L /-.____.--- �_ - J%1A--C `---------- ('--- --=-I-I- I _ n 1\ - ---- ------ -� _ I I' ST B -4A 953.2 �/� J �• 11 STBSA \ ,� I I D I 11 -( 9509OPOSED BUILDING EXPANSION 26962SF �� a" \ ,.. I�1 �; � ♦�� \ � / x T FIFE = 953.00 r- \ \ i \ \ F \ O O: I I I / / ( \10 ♦ \\ \ \ �G D V�I / a ST \ ''� ♦ \\ 15 - ST -1A Sr, 9-2AK,k 81 7 - _ = 52.8 �' � 954.0 �4 6_00 IvIIIL�J( I I I lU�\ i\ ..I I I 1 1 I �953� THESUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS IS A UILITY QUALITY LEVEL . THIS QUALITY LEVEL AS DETERMINED �} ACCORDING TO THE GUIDELINES OF ASCE/CI 38-02, TITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES(UNDERGROUND AND OVERHEAD). j yy I 't IFTHECONTRACTOR ENCOUNTERSANY DRAIN TILE WITHIN THE SITE, HEOR SHESHALL NOTIFYTHE ENGINEER WITH THE LOCATION,SIZE, INVERT AND IF THE TILE LINE Is ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECT ENGINEER. ITSHALL BETHE RESPONSIBILITYOF THE CONTRACTORTO RELOCATEALL EXISTING UTILITIESWHICH CONFLICTWITHTHE PROPOSED IMPROVEMENTS SHOWN ON THE PIANS. Oa 05. 2016 -12:520. - User.577 L:\PROJECTS\20592\dwg\Civil\Preliminary\20592-C5-EROS.dwg \ �9 \ X V IPR I _-944 _'_--943-\ vi 40 �A",` r IXI i Ir 60 \��^y�. / / I �\ 1+ I I C -LEGEND 6.27 AC± TOTAL DISTURBED 12.29 AC± PRE -CONSTRUCTION IMPERVIOUS 12.11 PROPOSED EXISTING CURB & GUTTER ---- -- STORM SEWER QD - ►► -® }--- » - DRAINTILE - ►►► - ►►► - -Pao -- oPo --- CONTOUR.- INLET PROTECTION DEVICE (IP -2) RIP RAP coo OVERFLOW ELEV. EOE 09/23/16 902.5 SILT FENCE ---SF---SF- SILT DIKE ---SD---SD- LIMITS OF DISTURBANCE SOIL BORINGS DIRECTION OF OVERLAND FLOW TEMPORARY DIVERSION DITCH CHECK DAM LIMITS OF DRAINAGE SUB -BASIN BIO -ROLL INLET PROTECTION DEVICE 1 INLET PROTECTION DEVICE 2 TEMPORARY STONE CONSTRUCTION ENTRANCE TEMPORARY SEDIMENT BASIN TEMPORARY STORAGE AND PARKING AREA TEMPORARY STABILIZATION MEASURES (SEED, MULCH, MATS OR BLANKETS AS OUTLINED IN THE SWPPP) ST 5 902.5 m SEQUENCE OF CONSTRUCTION PHASE II: 1. TEMPORARILY SEED DENUDED AREAS. 2. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 3. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 4. INSTALL INLET PROTECTION AROUND ALL STORM SEWER STRUCTURES. 5. PREPARE SITE FOR PAVING. 6. PAVE SITE. 7. INSTALL INLET PROTECTION DEVICES. 8. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 9. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED), IF REQUIRED BY THE CONTRACT NOTE TO CONTRACTOR THE EROSION CONTROL PLAN SHEETS ALONG WITH THE REST OF THE SWPPP MUST BE KEPT ONSITE UNTIL THE NOTICE OF TERMINATION IS FILED WITH THE MPCA, THE CONTRACTOR MUST UPDATE THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS AS NECESSARY TO INCLUDE ADDITIONAL REQUIREMENTS, SUCH AS ADDITIONAL OR MODIFIED BMPS DESIGNED TO CORRECT PROBLEMS IDENTIFIED. AFTER FILING THE NOTICE OF TERMINATION, THE SWPPP, INCLUDING THE EROSION CONTROL PLAN SHEETS, AND ALL REVISIONS TO IT MUST BE SUBMITTED TO THE OWNER, TO BE KEPT ON FILE IN ACCORDANCE WITH THE RECORD RETENTION REQUIREMENTS DESCRIBED IN THE SWPPP NARRATIVE. AREA SUMMARY IN ACRES TOTAL SITE AREA 6.27 AC± TOTAL DISTURBED 12.29 AC± PRE -CONSTRUCTION IMPERVIOUS 12.11 AC± POST -CONSTRUCTION IMPERVIOUS 13.16 AC± * REFER TO SHEET C5.03 FOR GENERAL NOTES, MAINTENANCE NOTES, LOCATION MAPS, AND STANDARD DETAILS EROSION CONTROL MATERIALS QUANTITIES ITEM I UNIT -7 QUANTITY SILT FENCE I LINEAR FEET 11000 SILT DIKE LINEAR FEET 10 BIO -ROLL I LINEAR FEET 760 CONSTRUCTION ENTRANCE UNIT 11 INLET PROTECTION DEVICE (IP -1) UNIT 6 INLET PROTECTION DEVICE (IP -2) UNIT 6 ADDITIONAL NOTES 1. FINAL SITE STABILIZATION MEASURES MUST SPECIFY THAT AT LEAST SIX INCHES OF TOPSOIL OR ORGANIC MATTER BE SPREAD AND INCORPORATED INTO THE UNDERLYING SOIL DURING FINAL SITE TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVED. 2. SOIL SURFACES COMPACTED DURING CONSTRUCTION AND REMAINING PERVIOUS UPON COMPLETION OF CONSTRUCTION MUST BE DECOMPACTED THROUGH SOIL AMENDMENT AND/OR RIPPING TO A DEPTH OF 18 INCHES WHILE TAKING CARE TO AVOID UTILITIES, TREE ROOTS AND OTHER EXISTING VEGETATION PRIOR TO FINAL REVEGETATION OR OTHER STABILIZATION. 3. ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 7 CALENDAR DAYS AFTER LAND -DISTURBING WORK HAS TEMPORARILY OR PERMANENTLY CEASED. 4. THE PERMITTEE MUST, AT A MINIMUM, INSPECT, MAINTAIN AND REPAIR ALL DISTURBED SURFACES AND ALL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATION MEASURES EVERY DAY WORK IS PERFORMED ON THE SITE AND AT LEAST WEEKLY UNTIL LAND -DISTURBING ACTIVITY HAS CEASED. THEREAFTER, THE PERMITTEE MUST PERFORM THESE RESPONSIBILITIES AT LEAST WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THE PERMITTEE WILL MAINTAIN A LOG OF ACTIVITIES UNDER THIS SECTION FOR INSPECTION BY THE DISTRICT ON REQUEST. 5. THE POTENTIAL TRANSFER OF AQUATIC INVASIVE SPECIES (E.G., ZEBRA MUSSELS, EURASIAN WATERMILFOIL, ETC.) MUST BE MINIMIZED TO THE MAXIMUM EXTENT POSSIBLE. NORTH 0 30 60 SCALE IN FEET eksambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this Ian which is available upon request uest at Sambatek's P 4 Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book / Page: xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title EROSION CONTROL PHASE 2 Sheet No. Revision C5.02 Project No. 20592 EROSION & SEDIMENTATION CONTROL NOTES & DETAILS / "SITE MAP" f AJ AY, d'T4' ILL fe LE SADD fl R. FECT. <sE , 8q . CLOVER 60 tr a A2 CUL w4Y 'Y .i aAEBMY MAY E. v q g; M. P0"V WL Y 17 h etuE s y15 r� 64. TIM S t� LmatER A, . � Y - C R r K ° SITE eat' _ :i.l BRlOAI CREE;r E GREE YI€M� sr LA I&Em € J t d v l'4.`.cr 4Y' T F10VE GT. yJ, LY4 R 1JL4°. A w. LB WALLAI@ sCJSA i' crT.. F i R2 3MV 1'L' .$'. �. ?VALLEY 4b tI < k w � 9 PL 2 2 L. r C SAR9AR RAEELTI. ,.,� T. LYBlvp, Y S DR. i 17 1� SITE LOCATION MAP NOT TO SCALE GENERAL GUIDELINES FOR SPACING OF TUBE TRENCHES FOR SLOPE INSTALLATIONS SLOPE GRADIENT TUBEINTERVAL 1HAV 15 FEET 2H:1V 25 FEET 3HAV 35 FEET 4HAV 50 FEET GENERAL GUIDELINES FOR SPACING OF TUBE TRENCHES FOR CHANNEL INSTALLATIONS SLOPE TUBEINTERVAL 2% 25 FEET REPLACE TUBES WITH FLOCCULENT PER MANUFACTURER'S SPECIFICATIONS. BACKFILL AND COMPACT \ / STAKES SPACED 1 FOOT ON CENTER PLUMPED UP TUBE ABOUT 1 INCH LOOSE MATERIAL UPSTREAM UPSTREAM AND DRIVE STAKES INTO OTHERWISE SPACED 2 FEET ON CENTER OFTUBE CROSSBRACE FLOW 6-9 INC _ STAPLE TUBES BRN.T.SB10-ROLLS JEB ADD SANITARY SEWER STAPLES PLACED ABOUT - WATERSHED COMMENTS 1 INCH UPSTREAM OF TUB - WATERSHED COMMENTS TUBES WITH FLOCCULENT MAY BE INSTALLED BEFORE OR AFTER z THE INSTALLATION OF ROLLED EROSION CONTROL PRODUCTS. BEFORE INSTALLATION OF TUBE, SMOOTH AND SHAPE EARTH SURFACE AND REMOVE ALL STONES, ROOTS OR OTHER DEBRIS GREATER THAN 21NCHES IN DIAMETER IF INSTALLING TUBE ACROSS A DITCH, THEN EXCAVATE A PLACEMENT TRENCH ABOUT 3 INCHES DEEP. SECTION 6-9 INCH TUBES LEAVE 2 TO 3 INCHES OF TAKE STICKING UP ABOVE JI�jII THE TUBE N �c w Y 6 TO 8 INCH WIRE STAPLES SPACED 1 FOOT ON CENTER 6" (MIN) EMBEDMENT PRESS DOWNSTREAM EDGE OF \ / STAKES SPACED 1 FOOT ON CENTER PLUMPED UP TUBE ABOUT 1 INCH IN AND OUT AT OVERLAP AND IN CHANNELS UPSTREAM AND DRIVE STAKES INTO OTHERWISE SPACED 2 FEET ON CENTER THIS INDENTATION CROSSBRACE BUILDING PERMIT PLAN JEB WATERSHED COMMENTS BRN.T.SB10-ROLLS JEB ADD SANITARY SEWER . - WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 z DEVELOPER: EDEN TRACE CORP. 8821 SUNSET TRAIL CHANHASSEN, MN 55317 612-803-6970 EDEN TRACE CORP. I SUPERINTENDENT: I I` oa as 2" X 2" WOOD OR STEELT-POSTS DIRECTION OF DRAINAGE USGS MAP NOT TO SCALE WOVEN MONOFILAMENT GEOTEXTILE MATERIAL BACKFILL 6" X 6" TRENCH VUNDISTURBED SOIL SILT FENCE DETAIL NOT TO SCALE ATTACH THE WOVEN WIRE 5' MIN. FENCE TO EACH POST WITH ITYP I THREE WIRE TIES OR OTHER JEB FASTENERS (SEE NOTE 1) 79�2\ CROSSBRACE 2" X 4" WOOD FRAME � DROP INLET WITH GRATE i 177 in 12" SIGN TO INDICATE THE LOCATION OF THE CONCRETE WASHOUT AREA BERM AROUND PERIMETER T-0" MIN -\ GROUND SURFACE COMPACTED EMBANKMENT) 8'X8'MIN OR AS MATERIAL (TYP.) REQUIRED CONTAIN WTO ASI 3:1 OR FLATTER CONCRETE SIDE SLOPES NOTES: 1. CONCRETE WASHOUT AREA SHALL BE INSTALLED PRIOR TO ANY CONCRETE PLACEMENT ON SITE. 2. CONCRETE WASHOUT AREA SHALL BE LINED WITH MINIMUM 10 MIL THICK PLASTIC LINER. 3. VEHICLE TRACKING CONTROL IS REQUIRED IF ACCESS TO CONCRETE WASHOUT AREA IS OFF PAVEMENT. 4. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE WASHOUT AREA, AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CONCRETE WASHOUT AREA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. S. THE CONCRETE WASHOUT AREA SHALL BE REPAIRED AND ENLARGED OR CLEANED OUT AS NECESSARY TO MAINTAIN CAPACITY FOR WASTED CONCRETE. 6. AT THE END OF CONSTRUCTION, ALL CONCRETE SHALL BE REMOVED FROM THE SITE AND DISPOSED OF AT AN ACCEPTED WASTE SITE. 7. WHEN THE CONCRETE WASHOUT AREA IS REMOVED, THE DISTURBED AREA SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED IN A MANNER ACCEPTED BY THE CITY. - CONCRETE WASHOUT AREA NOT TO SCALE SILT FENCE MATERIAL TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH THREE TIES SPACED AT 30" ON CENTER (SEE NOTE 1) 5' MIN. w X 4" STAKE OVERLA SECURELY FASTEN OVERLAPPING ENDS OF SILT FENCE MATERIAL TO ADJACENT STAKES WITH THREE WIRE TIES OR OTHER WOVEN WIRE FASTENERS FENCE WITH SILT FENCE MATERIAL COVER POSTS: 2 X 4 WOODEN STAKE FENCE: EXTEND WIRE FENCE WOVEN WIRE, 14-1/2 GA., 6" MAX. MESH A MIN. OF INTO /\/\/\ OPENING FABRIC: IN ACCORDANCE WITH EXTEND SILT FENCE GROUND /\\/\\/\ ASTM D 6461 LATEST EDITION. 'i/\//\/ MATERIAL A MIN. OF V-0" INTO GROUND 1. ATTACH THE WOVEN WIRE FENCE TO EACH POST AND THE GEOTEXTILE TO THE WOVEN WIRE FENCE (SPACED EVERY 30") WITH THREE WIRE TIES OR OTHER FASTENERS, ALL SPACED WITHIN THE TOP 8" OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1" VERTICALLY APART. 2. WHEN TWO SECTIONS OF SILT FENCE MATERIAL ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED ACROSS TWO POSTS. 3. MAINTENANCE SHALL BE PERFORMED AS NOTED IN THE SWPPP. DEPTH OF ACCUMULATED SEDIMENTS MAY NOT EXCEED ONE-HALF THE HEIGHT OF THE FABRIC. MAINTENANCE CLEANOUT MUST BE CONDUCTED REGULARLY TO PREVENT ACCUMULATED SEDIMENTS FROM REACHING ONE-HALF THE HEIGHT OF THE SILT FENCE MATERIAL ABOVE GRADE. 4. ALL SILT FENCE INLETS SHALL INCLUDE WIRE SUPPORT. SILT FENCE INLET PROTECTION (IP -1) NOT TO SCALE MIRAFIFF101-- - ROAD DRAIN CASTING APPLICABILTY • NEENAH R-3067 • NEENAH R-3512 -ROAD DRAIN INLET PROTECTION (IP -2) NOT TO SCALE GENERAL EROSION NOTES: 1. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. WHERE A CONFLICT EXISTS BETWEEN LOCAL JURISDICTIONAL STANDARD SPECIFICATIONS AND SAMBATEK STANDARD SPECIFICATIONS, THE MORE STRINGENT SPECIFICATION SHALL APPLY. 2. THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) IS COMPRISED OF THIS DRAWING (EROSION & SEDIMENTATION CONTROL PLAN -ESC PLAN), THE STANDARD DETAILS, THE PLAN NARRATIVE, AND ITS APPENDICES, PLUS THE PERMIT AND ALL SUBSEQUENT REPORTS AND RELATED DOCUMENTS. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETING & SUBMITTING THE APPLICATION FOR THE MPCA GENERAL STORMWATER PERMIT FOR CONSTRUCTION ACTIVITY. ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED WITH STORM WATER POLLUTION PREVENTION SHALL OBTAIN A COPY OF THE SWPPP AND THE STATE OF MINNESOTA NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM GENERAL PERMIT (NPDES PERMIT) AND BECOME FAMILIAR WITH THE CONTENTS. THE SWPPP AND ALL OTHER RELATED DOCUMENTS MUST BE KEPT AT THE SITE DURING CONSTRUCTION. 4. CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES (BMP -5) AS REQUIRED BY THE SWPPP & PERMITS. CONTRACTOR SHALL OVERSEE THE INSPECTION & MAINTENANCE OF THE BMP'S AND EROSION PREVENTION FROM BEGINNING OF CONSTRUCTION AND UNTIL CONSTRUCTION IS COMPLETED, IS APPROVED BY ALL AUTHORITIES, AND THE NOTICE OF TERMINATION (NOT) HAS BEEN FILED WITH THE MPCA BY EITHER THE OWNER OR OPERATOR AS APPROVED ON PERMIT. ADDITIONAL BMP'S SHALL BE IMPLEMENTED AS DICTATED BY CONDITIONS AT NO ADDITIONAL COST TO OWNER THROUGHOUT ALL PHASES OF CONSTRUCTION. 5. CONTRACTOR SHALL COMPLY WITH TRAINING REQUIREMENTS IN PART III.A.2 OF THE GENERAL PERMIT. 6. BMP'S AND CONTROLS SHALL CONFORM TO FEDERAL, STATE, OR LOCAL REQUIREMENTS OR MANUAL OF PRACTICE, AS APPLICABLE. CONTRACTOR SHALL IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY PERMITTING AGENCY OR OWNER. 7. ESC PLAN MUST CLEARLY DELINEATE ALL STATE WATERS. PERMITS FOR ANY CONSTRUCTION ACTIVITY IMPACTING STATE WATERS OR REGULATED WETLANDS MUST BE MAINTAINED ON SITE AT ALL TIMES. 8. CONTRACTOR SHALL MINIMIZE CLEARING TO THE MAXIMUM EXTENT PRACTICAL OR AS REQUIRED BY THE GENERAL PERMIT, THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THE ESC PLANS SHALL BE CLEARLY DELINEATED (E.G. WITH FLAGS, STAKES, SIGNS, SILT FENCE, ETC.) ON THE DEVELOPMENT SITE BEFORE WORK BEGINS. GROUND DISTURBING ACTIVITIES MUST NOT OCCUR OUTSIDE THE LIMITS OF DISTURBANCE. 9. GENERAL CONTRACTOR SHALL DENOTE ON PLAN THE TEMPORARY PARKING AND STORAGE AREA WHICH SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AND CLEANING AREA, EMPLOYEE PARKING AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. AL WASH WATER CONCRETE TRUCKS VEHICLE CLEANING EQUIPMENT CLEANING ETC. MUST BE LIMITED TO DEFINED 10 L 5 ( Q ) D E AREA OF THE SITE AND SHALL BE CONTAINED AND PROPERLY TREATED OR DISPOSED. NO ENGINE DEGREASING IS ALLOWED ON SITE. 11. ALL LIQUID AND SOLID WASTES GENERATED BY CONCRETE WASHOUT OPERATIONS MUST BE CONTAINED IN A LEAK -PROOF CONTAINMENT FACILITY OR IMPERMEABLE LINER. A COMPACTED CLAY LINER THAT DOES NOT ALLOW WASHOUT LIQUIDS TO ENTER GROUND WATER 15 CONSIDERED AN IMPERMEABLE LINER. THE LIQUID AND SOLID WASTES MUST NOT CONTACT THE GROUND, AND THERE MUST NOT BE RUNOFF FROM THE CONCRETE WASHOUT OPERATIONS OR AREAS. LIQUID AND SOLID WASTES MUST BE DISPOSED OF PROPERLY AND IN COMPLIANCE WITH MPCA REGULATIONS. A SIGN MUST BE INSTALLED ADJACENT TO EACH WASHOUT FACILITY TO INFORM CONCRETE EQUIPMENT OPERATORS TO UTILIZE THE PROPER FACILITIES. SELF-CONTAINED CONCRETE WASHOUTS ON CONCRETE DELIVERY TRUCKS ARE ALLOWED. 12. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS SHALL BE MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS. 13. DUST ON THE SITE SHALL BE CONTROLLED. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. 14. SOLID WASTE: COLLECTED SEDIMENT, ASPHALT & CONCRETE MILLINGS, FLOATING DEBRIS, PAPER, PLASTIC, FABRIC, CONSTRUCTION & DEMOLITION DEBRIS & OTHER WASTES MUST BE DISPOSED OF PROPERLY & MUST COMPLY WITH MPCA DISPOSAL REQUIREMENTS. 15. HAZARDOUS MATERIALS: OIL, GASOLINE, PAINT & ANY HAZARDOUS SUBSTANCES MUST BE PROPERLY STORED, INCLUDING SECONDARY CONTAINMENT, TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. RESTRICTED ACCESS TO STORAGE AREAS MUST BE PROVIDED TO PREVENT VANDALISM. STORAGE & DISPOSAL OF HAZARDOUS WASTE MUST BE IN COMPLIANCE WITH MPCA REGULATIONS. 16. ALL STORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND IN THE SWPPP, SHALL BE INITIATED AS SOON AS PRACTICABLE AND PRIOR TO SOIL DISTURBING ACTIVITIES UPSLOPE. 17. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS STOPPED SHALL BE TEMPORARILY SEEDED, WITHIN 14 DAYS OF INACTIVITY. SEEDING SHALL BE IN ACCORDANCE WITH MN/DOT SEED MIXTURE NUMBER 100 OR 110 DEPENDING ON THE SEASON OF PLANTING ( SEE MN/DOT SPECIFICATION SECTION 2575.3) SEEDING METHOD AND APPLICATION RATE SHALL CONFORM TO MN/DOT SPECIFICATION SECTION 2575.3. TEMPORARY MULCH SHALL BE APPLIED IN ACCORDANCE WITH MN/DOT SPECIFICATION SECTION 2575.3F1 AND 2575.3G. ALTERNATIVELY, HYDRAULIC SOIL STABILIZER IN ACCORDANCE WITH MN/DOT SPECIFICATION SECTION 2575.3H MAY BE USED IN PLACE OF TEMPORARY MULCH. 18. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY STABILIZED. THESE AREAS SHALL BE STABILIZED IN ACCORDANCE WITH THE TIME TABLE DESCRIBED ABOVE, REFER TO THE GRADING PLAN AND/OR LANDSCAPE PLAN FOR VEGETATIVE COVER. 19. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT FROM CONVEYANCES & FROM TEMPORARY SEDIMENTATION BASINS THAT ARE TO BE USED AS PERMANENT WATER QUALITY MANAGEMENT BASINS. SEDIMENT MUST BE STABILIZED TO PREVENT IT FROM BEING WASHED BACK INTO THE BASIN, CONVEYANCES, OR DRAINAGEWAYS DISCHARGING OFF-SITE OR TO SURFACE WATERS, THE CLEANOUT OF PERMANENT BASINS MUST BE SUFFICIENT TO RETURN THE BASIN TO DESIGN CAPACITY. 20. ON-SITE & OFF-SITE SOIL STOCKPILE AND BORROW AREAS SHALL BE PROTECTED FROM EROSION AND SEDIMENTATION THROUGH IMPLEMENTATION OF BMPS. STOCKPILE AND BORROW AREA LOCATIONS SHALL BE NOTED ON THE SITE MAP AND PERMITTED IN ACCORDANCE WITH GENERAL PERMIT REQUIREMENTS. 21. TEMPORARY SOIL STOCKPILES MUST HAVE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS & CANNOT BE PLACED IN SURFACE WATERS, INCLUDING STORMWATER CONVEYANCES SUCH AS CURB & GUTTER SYSTEMS OR CONDUITS & DITCHES. 22. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. 23. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION CONTROL MEASURES (SILT FENCES, CHECK DAMS, INLET PROTECTION DEVICES, ETC.) TO PREVENT EROSION. 24. ALL CONSTRUCTION SHALL BE STABILIZED AT THE END OF EACH WORKING DAY, THIS INCLUDES BACKFILLING OF TRENCHES FOR UTILITY CONSTRUCTION AND PLACEMENT OF GRAVEL OR BITUMINOUS PAVING FOR ROAD CONSTRUCTION. MAINTENANCE NOTES: ALL MEASURES STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN AND IN THE STORM WATER POLLUTION PREVENTION PLAN SHALL BE MAINTAINED IN FULLY FUNCTIONAL F WORK OR FINAL STABILIZATION F T UNTIL LONGER REQUIRED FOR A COMPLETED PHASE 0 0 O O THE SITE. THE DESIGNATED CONTACT PERSON NOTED ON THIS PLAN MUST CONDITION U NO ROUTINELY INSPECT THE CONSTRUCTION ON SITE ONCE EVERY SEVEN DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CLEANED AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. ALL SILT FENCES MUST BE REPAIRED, REPLACED, OR SUPPLEMENTED WHEN THEY BECOME NONFUNCTIONAL OR THE SEDIMENT REACHES 1/3 OF THE HEIGHT OF THE FENCE. THESE REPAIRS MUST BE MADE WITHIN 24 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS. 2. TEMPORARY AND PERMANENT SEDIMENTATION BASINS MUST BE DRAINED AND THE SEDIMENT REMOVED WHEN THE DEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME. DRAINAGE AND REMOVAL MUST BE COMPLETED WITHIN 72 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS (SEE PART IV.D. OF THE GENERAL PERMIT. ) 3. SURFACE WATERS, INCLUDING DRAINAGE DITCHES AND CONVEYANCE SYSTEMS, MUST BE INSPECTED FOR EVIDENCE OF SEDIMENT BEING DEPOSITED BY EROSION. CONTRACTOR MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS, AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS IN EXPOSED SOIL. THE REMOVALAND STABILIZATION MUSTTAKE PLACE WITHIN SEVEN (7) DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. CONTRACTOR SHALL USE ALL REASONABLE EFFORTS TO OBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN SEVEN (7) CALENDAR DAYS OF OBTAINING ACCESS. CONTRACTOR IS RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATE AND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK. 4. CONSTRUCTION SITE VEHICLE EXIT LOCATIONS MUST BE INSPECTED FOR EVIDENCE OF OFF-SITE SEDIMENT TRACKING ONTO PAVED SURFACES. TRACKED SEDIMENT MUST BE REMOVED FROM ALL OFF-SITE PAVED SURFACES, WITHIN 24 HOURS OF DISCOVERY, OR IF APPLICABLE, WITHIN A SHORTER TIME TO COMPLY WITH PART IV.C.6 OF THE GENERAL PERMIT. 5. CONTRACTOR IS RESPONSIBLE FOR THE OPERATION AND MAINTENANCE OF TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT BMPS, AS WELL AS ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS, FOR THE DURATION OF THE CONSTRUCTION WORK AT THE SITE. THE PERMITTEES) ARE RESPONSIBLE UNTIL ANOTHER PERMITTEE HAS ASSUMED CONTROL (ACCORDING TO PART II.B.5 OF THE MPCA GENERAL PERMIT) OVER ALL AREAS OF THE SITE THAT HAVE NOT BEEN FINALLY STABILIZED OR THE SITE HAS UNDERGONE FINAL STABILIZATION, AND A (N.O.T.) HAS BEEN SUBMITTED TO THE MPCA. 6. IF SEDIMENT ESCAPES THE CONSTRUCTION SITE, OFF-SITE ACCUMULATIONS OF SEDIMENT MUST BE REMOVED IN A MANNER AND ATA FREQUENCY SUFFICIENT TO MINIMIZE OFF-SITE IMPACTS (E.G., FUGITIVE SEDIMENT IN STREETS COULD BE WASHED INTO STORM SEWERS BY THE NEXT RAIN AND/OR POSE A SAFETY HAZARD TO USERS OF PUBLIC STREETS). 7. ALL INFILTRATION AREAS MUST BE INSPECTED TO ENSURE THAT NO SEDIMENT FROM ONGOING CONSTRUCTION ACTIVITIES IS REACHING THE INFILTRATION AREA AND THESE AREAS ARE PROTECTED FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT DRIVING ACROSS THE INFILTRATION AREA. po iSEMBLY )X oo O O 00 O° 0 O° O 0, � �i n 2" TO 3" GRAVEL IO \ NOTE: THE ROCK ENTRANCES SHALL BE INSTALLED PRIOR TO THE START OF ANY SITE WORK THE ROCK ENTRANCES SHALL BE INSPECTED FOLLOWING EACH RAINFALL. MAINTENANCE OF THE ROCK ENTRANCES SHALL INCLUDE A TOP DRESSING OF NEW GRAVEL, OR REMOVAL AND REPLACEMENT OF THE GRAVEL AS NEEDED, TO KEEP THE ENTRANCE FREE FROM COLLECTED MUD. ROCK ENTRANCE DRIVE NOT TO SCALE CONSTRUCT THIGH BERM WITH MAXIMUM SIDE SLOPE OF 4:1 RaVVY'�O I k www.sambatek.c0m 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn:JEB Approved: ETL Book / Page: xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title EROSION CONTROL DETAILS Sheet No. Revision C5.03 Project No. 20592 SECTION 1: SITE EVALUATION, ASSESSMENT, AND PLANNING 1.1 PROJECT/SITE INFORMATION PROJECT/SITE NAME: IDI DISTRIBUTION BUILDING EXPANSION PROJECT STREET/LOCATION: 8303 AUDOBON ROAD CITY: CHANHASSEN STATE: MN ZIP CODE: 55317 COUNTY: CARVER NPDES PERMIT NUMBER: TBD 1.2 CONTACT INFORMATION/RESPONSIBLE PARTIES COMPANY/ORGANIZATION NAME: EDEN TRACE CORP. CONTACT NAME: MARK UNDESTAD ADDRESS: 8821 SUNSET TRAIL CITY, STATE, ZIP CODE: CHANHASSEN, MN 55317 TELEPHONE NUMBER: 612-6970 GENERAL CONTRACTOR (TO BE COMPLETED BY GENERAL CONTRACTOR): COMPANY/ORGANIZATION NAME: EDEN TRACE CORP. CONTACT NAME: ADDRESS: CITY, STATE, ZIP CODE: TELEPHONE NUMBER: FAX/EMAIL: INSERT AREA OF CONTROL (IF MORE THAN ONE OPERATOR AT SITE): THE GENERAL CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF THE MINNESOTA GENERAL PERMIT AUTHORIZATION TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY UNDER THE NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM/STATE DISPOSAL SYSTEM PERMIT PROGRAM (GENERAL PERMIT) ATTACHED AS APPENDIX C. THE GENERAL CONTRACTOR MUST COMPLY WITH ANY LOCAL GOVERNING AGENCY (LGU) HAVING JURISDICTION CONCERNING EROSION AND SEDIMENT CONTROL. THE GENERAL CONTRACTOR SHALL BE REQUIRED TO BE A CO -APPLICANT WITH THE OWNER. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE OF THE EROSION AND SEDIMENT CONTROL DEVICES. THE "APPLICATION FOR GENERAL STORM -WATER PERMIT FOR CONSTRUCTION ACTIVITY (MN R100001)" FOUND IN APPENDIX D SHALL BE COMPLETED BY THE GENERAL CONTRACTOR AND SUBMITTED ONLINE, ALONG WITH THE REQUIRED APPLICATION FEE, THROUGH THE MPCA'S WEBSITE. UNLESS NOTIFIED BY THE MINNESOTA POLLUTION CONTROL AGENCY (MPCA) TO THE CONTRARY, APPLICANTS WHO SUBMIT COMPLETE APPLICATION FORM IN ACCORDANCE WITH THE REQUIREMENTS OF THE GENERAL PERMIT ARE AUTHORIZED TO DISCHARGE STORM WATER FROM THE CONSTRUCTION SITE UNDER THE TERMS AND CONDITIONS OF THIS PERMIT SEVEN (7) CALENDAR DAYS THE ONLINE APPLICATION PROCESS IS COMPLETE(HTTPS:HNETWEB.PCA.STATE.MN.US/PRIVATE/). ADDITIONALLY, AUTHORIZATION WILL BE DELAYED UNDER THE FOLLOWING CIRCUMSTANCES: • IF THE PROJECT DISTURBS 50 ACRES OR MORE AND HAS A DISCHARGE POINT WITHIN 1 MILE AND FLOWS TO AN IMPAIRED OR SPECIAL WATER WHOSE DISCHARGE MAY REACH AN IMPAIRED OR SPECIAL WATER LISTED IN APPENDIX A OF THE GENERAL PERMIT THE APPLICANT SHALL SUBMIT THE STORM WATER POLLUTION PREVENTION PLAN AND A COMPLETED APPLICATION AT LEAST 30 CALENDAR DAYS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION ACTIVITIES. UNLESS NOTIFIED BY THE MPCATO THE CONTRARY, COVERAGE BECOMES EFFECTIVE 30 CALENDAR DAYS AFTER THE POSTMARKED DATE OF THE COMPLETED APPLICATION. • IF THE PROJECT INCLUDES ALTERNATIVE METHODS THE APPLICATION AND TWO ALTERNATIVE TREATMENT PLANS MUST BE SUBMITTED A MINIMUM OF 90 DAY BEFORE CONSTRUCTION STARTS. EROSION & SEDIMENT CONTROL SUBCONTRACTOR (RESPONSIBLE FOR IMPLEMENTING & UPDATING SWPPP - TO BE COMPLETED BY CONTRACTOR): COMPANY/ORGANIZATION NAME: CONTACT NAME: ADDRESS: CITY, STATE, ZIP CODE: TELEPHONE NUMBER: FAX/EMAIL: EROSION & SEDIMENT CONTROL INSPECTOR (SEE PART 6.1 OF THIS SWPPP FOR MORE INFORMATION ON INSPECTION RESPONSIBILITIES- TO BE COMPLETED BY CONTRACTOR): COMPANY/ORGANIZATION NAME: CONTACT NAME: ADDRESS: CITY, STATE, ZIP CODE: TELEPHONE NUMBER: FAX/EMAIL: GROUND DISTURBING SUBCONTRACTOR(S): COMPANY/ORGANIZATION NAME: CONTACT NAME: ADDRESS: CITY, STATE, ZIP CODE: TELEPHONE NUMBER: FAX/EMAIL: THE GENERAL CONTRACTOR SHALL PROVIDE NAMES AND ADDRESSES OF ALL SUBCONTRACTORS IN THE FORM PROVIDED IN APPENDIX G WORKING ON THIS PROJECT WHO WILL BE INVOLVED WITH CONSTRUCTION ACTIVITIES THAT DISTURB SITE SOIL, ALONG WITH A CHAIN OF RESPONSIBILITY WITH ALL OPERATORS ON THE SITE TO ENSURE THATTHE SWPPP WILL BE IMPLEMENTED AND STAY IN EFFECT UNTILTHE CONSTRUCTION PROJECT IS COMPLETE AND THE NOT SUBMITTED. THIS SWPPP WAS PREPARED BY: COMPANY/ORGANIZATION NAME: SAMBATEK, INC. CONTACT NAME: ERIC LUTH ADDRESS: 12800 WHITEWATER DRIVE, SUITE 300 CITY, STATE, ZIP CODE: MINNETONKA, MN 55343 TELEPHONE NUMBER: 763-476-6010 FAX/EMAIL: ELUTH@ SAMBATEK.COM 1.3 NATURE OF CONSTRUCTION ACTIVITY NATURE OF CONSTRUCTION: THIS SWPPP HAS BEEN PREPARED FOR MAJOR ACTIVITIES ASSOCIATED WITH CONSTRUCTION OFAN APPROXIMATELY 27,000 SF BUILDING EXPANSION AND ASSOCIATED PARKING LOT, WITH STORMWATER MANAGEMENT SYSTEM. ANTICIPATED APPROXIMATE TIMELINES: Oc[ 06, 2016 -12:520m - User:S]7 PROJECT ESTIMATED P ECT START DATE: 09/01/2016 ESTIMATED PROJECT COMPLETION DATE: 09/01/2017 1.4 SOILS, SLOPES, VEGETATION, AND CURRENT DRAINAGE n•�rn ur SOIL TYPE(S): PENDING A COMPLETE GEOTECHNICAL REPORT, SOILS ON SITE ARE BELIEVED TO BE CLASSIFIED AS HSG TYPE C SOILS. SLOPES: THE EXISTING SITE CONTAINS A LARGE KNOLL WITH SIDE SLOPES AS STEEP AS 33%. SURROUNDING SLOPES ON SITE RANGE FROM 1-20%. AS A PART OF THE GRADING ACTIVITIES THE KNOLL WILL BE CUT INTO IN ORDER TO BUILD THE PARKING LOT. DRAINAGE PATTERNS: THE SITE DRAINS OUTWARD FROM THE CENTER OF THE SITE WHICH CONTAINS THE EXISTING KNOLL. VEGETATION: THE EXISTING GRASS VEGETATION WILL BE DISTURBED ONSITE. SOME TREES MAY REQUIRE REMOVAL, BUT THE MAJORITY WILL BE PRESERVED AND/OR TRANSPLANTED. RAINFALL INFORMATION: RAINFALL INFORMATION - THE AVERAGE TOTAL ANNUAL PRECIPITATION IS ABOUT 28.32 INCHES. OF THIS ABOUT 17.31 INCHES, OR 61 PERCENT, USUALLY FALLS IN MAY THROUGH SEPTEMBER. THE AVERAGE ANNUAL SNOWFALL IS 57.3 INCHES. 1.5 CONSTRUCTION SITE ESTIMATES PROJECT AREA SUMMARY: TOTAL PROJECT AREA: 6.27 ACRES CONSTRUCTION SITE AREA TO BE DISTURBED: 2.29 ACRES IMPERVIOUS AREAS: IMPERVIOUS AREA BEFORE CONSTRUCTION (ACRES): 2.11 IMPERVIOUS AREA AFTER CONSTRUCTION (ACRES): 3.16 1.6 RECEIVING WATERS CONSTRUCTION PHASE STORM WATER SYSTEM DESCRIPTION: STORMWATER WILL DRAIN TO THE PROPOSED INFILTRATION BASIN LOCATION DURING THE CONSTRUCTION OF THE PROJECT. DESCRIPTION OF RECEIVING WATERS: STORMWATER WILL DRAIN TO THE PROPOSED INFILTRATION BASIN LOCATION DURING THE CONSTRUCTION OFTHE PROJECT. THE INFILTRATION BASIN WILL DRAIN TOTHE NW WETLAND AND THE ALREADY DEVELOPED PORTION OF THE SITE WILL DRAIN TO THE REGIONAL BASIN TO THE SOUTHEAST. THERE ARE TWO IMPAIRED WATER BODIES WITHIN 1 MILE OF THE SITE. BLUFF CREEK IS LOCATED TO THE WEST OF THE SITE AND IS IMPAIRED FOR FISHES BIOASSESSMENTS AND TURBIDITY. LAKE SUSAN IS LOCATED TO THE EAST OF THE SITE AND IS IMPAIRED FOR MERCURY IN FISH TISSUE AND NUTRIENT/BIOLOGICAL INDICATORS. 1.7 SITE FEATURES AND SENSITIVE AREAS TO BE PROTECTED THERE IS AN EXISTING WETLAND ONSITE THAT REQUIRES A 20' NATURAL BUFFER TO BE MAINTAINED PER THE CITY OF CHANHASSEN. NO DISTURBANCE IS ALLOWED WITHIN 20'FEET OF THE EXISTING WETLAND. THE MPCA GENERAL PERMIT REQUIRES THAT A 50' NATURAL BUFFER BE MAINTAINED WHERE FEASIBLE OR REDUNDANT SEDIMENT CONTROLS BE PROVIDED. A DOUBLE ROW OF SILT FENCE HAS BEEN INCLUDED ON THE EROSION CONTROL PLANS, NO DISTURBANCE IS ALLOWED BEYOND DOUBLE ROW OF SILT FENCE ON THE NORTHEAST SIDE OF THE PROPERTY. 1.8 POTENTIAL SOURCES OF POLLUTION POTENTIAL SOURCES OF SEDIMENT AND OTHER POLLUTANTS TO STORMWATER RUNOFF: CONSTRUCTION PHASE POLLUTANT SOURCES ANTICIPATED AT THE SITE ARE DISTURBED (BARE) SOIL, VEHICLE FUELS AND LUBRICANTS, CHEMICALS ASSOCIATED WITH BUILDING CONSTRUCTION, AND BUILDING MATERIALS. WITHOUT ADEQUATE CONTROL THERE IS THE POTENTIAL FOR EACH TYPE OF POLLUTANT TO BE TRANSPORTED BY STORM WATER. 1.9 ENDANGERED/THREATENED SPECIES NO KNOWN THREATENED OR ENDANGERED SPECIES ARE PRESENT ON SITE. 1.10 HISTORIC PRESERVATION THERE ARE NO KNOWN HISTORIC SITES ON OR NEAR THE CONSTRUCTION SITE. 1.11 APPLICABLE FEDERAL, TRIBAL, STATE OR LOCAL PROGRAMS LOCAL GOVERNING UNIT (LGU) REQUIREMENTS: THE CITY OF CHANHASSEN AND RPBCWD REQUIRE POST DEVELOPMENT RUNOFF RATES NOT EXCEED EXISTING DEVELOPMENT RATES FOR THE 2-, 10-, AND 100 -YEAR, ATLAS 14 RAINFALL EVENTS. WATER QUALITY IS PROVIDED THROUGH THE INFILTRATION OF THE FIRST 1.1 INCHES OF IMPERVIOUS RUNOFF FOR THE NEW IMPERVIOUS SURFACESAND BY THE DOWNSTREAM REGIONAL WET DETENTION BASIN FORTHE EXISTING IMPERVIOUS SURFACES. PERTHE MPCA, VOLUME REDUCTION OF THE FIRST 1.1 INCHES OF RUNOFF FROM THE NET NEW IMPERVIOUS SURFACE IS REQUIRED TO BE INFILTRATED ON SITE. 1.12 MITIGATION MEASURES FROM ENVIRONMENTAL REVIEWS/TMDLS/IMPAIRED WATERS EROSION AND SEDIMENT CONTROL PLANS: THE FOLLOWING SITE DEVELOPMENT PLAN SHEETS ARE AN INTEGRAL PART OF THIS SWPPP: C-5.01- PHASE I EROSION AND SEDIMENTATION CONTROL PLAN/"SITE MAP - C -5.02 - PHASE 11 EROSION AND SEDIMENTATION CONTROL PLAN/"SITE MAP - C -5.03 - EROSION AND SEDIMENTATION CONTROL DETAILS C-5.04-SWPPP NARRATIVE C-5.05 - SWPPP NARRATIVE SECTION 2: EROSION AND SEDIMENT CONTROL BMPS EROSION CONTROL BMPS: THE PURPOSE OF EROSION CONTROL IS TO PREVENT SOIL PARTICLES FROM BECOMING SUSPENDED IN WATER AND BEING TRANSPORTED TO EITHER DOWNSTREAM SURFACE WATERS OR DOWNSTREAM PROPERTIES. APPROPRIATE CONSTRUCTION PHASING, VEGETATIVE BUFFER STRIPS, HORIZONTAL SLOPE GRADING, AND OTHER CONSTRUCTION PRACTICES THAT MINIMIZE EROSION MUST BE PLANNED FOR AND IMPLEMENTED. IN THE NATURAL CONDITION, SOIL IS STABILIZED BY NATIVE VEGETATION. THE PRIMARY TECHNIQUE TO BE USED AT THIS PROJECT FOR FINAL STABILIZATION OF SITE SOIL WILL BE TO PROVIDE A PROTECTIVE COVER OF VEGETATION, PAVEMENT, OR BUILDING. ALL EXPOSED AREAS MUST BE STABILIZED AS SOON AS POSSIBLE (BUT NO LATER THAN THE NEXT WORK DAY) TO LIMIT SOIL EROSION, BUT IN NO CASE LATER THAN 7 DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. TEMPORARY SOIL STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G. CLEAN AGGREGATED STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) AND THE CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES ARE EXEMPT FROM THIS REQUIREMENT, BUT MUST COMPLY WITH SECTION 2.7 OF THIS SWPPP (PART IV.C.5 OF THE GENERAL PERMIT). SEDIMENT CONTROL BMPS: THE PURPOSE OF SEDIMENT CONTROL IS TO PREVENT SOIL PARTICLES THAT HAVE BEEN SUSPENDED IN WATER FROM ENTERING SURFACE WATERS, INCLUDING CURB AND GUTTER SYSTEMS AND STORM SEWER INLETS. SEDIMENT CONTROL BMPS HAVE BEEN DESIGNED AS PART OF THIS SWPPP. IF THE DOWN GRADIENT TREATMENT SYSTEM IS OVERLOADED, THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING ADDITIONAL UP GRADIENT SEDIMENT CONTROL PRACTICES OR REDUNDANT BMPS TO ELIMINATE THE OVERLOADING AND MUST AMEND THE SWPPP TO IDENTIFY THE ADDITIONAL PRACTICES. SEDIMENT CONTROL PRACTICES MUST ALWAYS BE ESTABLISHED ON ALL DOWN GRADIENT PERIMETERS AND BE LOCATED UPGRADIENT OF ANY BUFFER ZONES. THE PERIMETER SEDIMENT CONTROL PRACTICES MUST BE IN PLACE BEFORE ANY UP GRADIENT LAND DISTURBING ACTIVITIES BEGIN. THESE PRACTICES MUST REMAIN IN PLACE UNTIL FINAL STABILIZATION IS ACHIEVED (SEE SECTION 8 OF THIS SWPPP) THE TIMING OF THE INSTALLATION OF SEDIMENT CONTROL PRACTICES MAY BE ADJUSTED TO ACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES. ANY SHORT TERM ACTIVITY MUST BE COMPLETED AS QUICKLY AS POSSIBLE AND THE SEDIMENT CONTROL PRACTICES MUST BE RE -INSTALLED IMMEDIATELY AFTER THE ACTIVITY IS COMPLETED. SEDIMENT CONTROL PRACTICES MUST BE INSTALLED BEFORE THE NEXT RAIN EVENT EVEN IF THE ACTIVITY IS NOT COMPLETE. 2.1 MINIMIZE DISTURBED AREA AND PROTECT NATURAL FEATURES CONTRACTOR SHALL FOLLOW SEQUENCE OF CONSTRUCTION AND STAGE WORK IN ORDER TO MINIMIZE DISTURBED AREA ON THE SITE. INFILTRATION BASIN AREA REQUIRES SPECIAL ATTENTION PER THE INFILTRATION NOTES ON THE GRADING PLAN. CONTRACTOR IS TO TAKE SPECIAL CARE NOT TO DISTURB ANY TREES THAT ARE NOT BEING REMOVED FOR THE PROJECT. THE WETLAND BUFFER AREA IS NOT TO BE DISTURBED. 2.2 PRESERVE 50 FOOT NATURAL BUFFER THE CONTRACTOR MUST PRESERVE A 50 FOOT NATURAL BUFFER, OR IFA BUFFER /S INFEASIBLE ON THE SITE PROVIDE REDUNDANT SEDIMENT CONTROLS, WHEN A SURFACE WATER 15 LOCATED WITHIN 50 FEET OF THE PROJECTS EARTH DISTURBANCES AND STORMWATER FLOWS TO THE SURFACE WATER. THE CONTRACTOR IS NOT REQUIRED TO ENHANCE THE QUALITY OF THE VEGETATION THAT ALREADY EXISTS IN THE BUFFER OR PROVIDE VEGETATION IF NONE EXISTS. 2.3 PHASE CONSTRUCTION ACTIVITY PHASE 1. INSTALL STABILIZED CONSTRUCTION EXITS 2. PREPARE TEMPORARY PARKING AND STORAGE AREA 3. CONSTRUCT THE SILT FENCES ON THE SITE 4. INSTALL INLET PROTECTION IN EXISTING INLETS PER EROSION AND SEDIMENT CONTROL SITE MAPS 5. CLEAR AND GRUBTHE SITE 6. BEGIN GRADING THE SITE 7. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES PHASE II 1. TEMPORARILY SEED DENUDED AREAS 2. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS 3. INSTALL RIP RAP AROUND OUTLET STRUCTURES 4. INSTALL INLET PROTECTION AROUND STORM SEWER STRUCTURES AS THEY ARE CONSTRUCTED 5. PREPARE SITE FOR PAVING 6. PAVE SITE 7. COMPLETE GRADING AND PERMANENT SEEDING AND PLANTING B. WHEN FINAL STABILIZATION HAS BEEN ACHIEVED, REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES THE ACTUAL SCHEDULE FOR IMPLEMENTING POLLUTANT CONTROL MEASURES WILL BE DETERMINED BY PROJECT CONSTRUCTION PROGRESS. DOWN GRADIENT PROTECTIVE MEASURES MUST ALWAYS BE IN PLACE BEFORE SOIL IS DISTURBED. TEMPORARY SEDIMENT CONTROL DEVICES MAY BE REMOVED AS FINAL STABILIZATION IS ACHIEVED ON ALL CONTRIBUTING UP GRADIENT AREAS. 2.4 CONTROL STORMWATER FLOWING ONTO AND THROUGH THE MEASURES SHOULD BE TAKEN TO ENSURE THAT "CLEAN" RUNOFF FROM OFF SITE IS DIVERTED AROUND DISTURBED AREAS ON SITE. CARE SHOULD BE TAKEN THAT RE-ROUTING OFF SITE RUNOFF DOES NOT RESULT IN FLOODING OR OTHER ISSUES ON ADJACENT PROPERTIES. BMP DESCRIPTION: TEMPORARY DIVERSION DITCH INSTALLATION SCHEDULE: INSTALL TEMPORARY DIVERSION DITCHES AS SHOWN ON THE SWPPP PLAN SHEETS, AND AS NEEDED THROUGHOUT CONSTRUCTION, PRIOR TO UP GRADIENT GROUND DISTURBING ACTIVITIES MAINTENANCE AND INSPECTION REQUIREMENTS: THE WETTED PERIMETER OF ANY TEMPORARY OR PERMANENT DRAINAGE DITCH MUST BE STABILIZED WITHIN 200 LINEAL FEET FROM THE PROPERTY EDGE OR FROM THE POINT OF DISCHARGE INTO ANY SURFACE WATER. THIS STABILIZATION MUST BE COMPLETED WITHIN 24 HOURS OF CONNECTING TO A SURFACE WATER. THE REMAINDER OF THE DITCH MUST BE STABILIZED WITHIN 7 DAYS OF CONNECTING TO A SURFACE WATER AND AFTER CONSTRUCTION HAS CEASED. TEMPORARY OR PERMANENT DITCHES THAT ARE BEING USED AS A SEDIMENT CONTAINMENT SYSTEM DO NOT NEED TO BE STABILIZED, BUT MUST BE STABILIZED WITHIN 24 HOURS AFTER NO LONGER BEING USED AS A SEDIMENT CONTAINMENT SYSTEM. DITCHES MUST BE INSPECTED EVERY 7 DAYS, AND WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. ANY SEDIMENT DEPOSITED IN DIVERSION DITCHES MUST BE REMOVED AND ANY EXPOSED SOILS STABILIZED WITHIN 7 DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICALACCESS CONSTRAINTS. IF PRECLUDED, NOTE REASON FOR DELAY ON MAINTENANCE LOG. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE) 2.5 STABILIZE SOILS 1. TEMPORARY SEEDING - DISTURBED AREAS THAT ARE NOT YET AT FINAL GRADE BUT THAT WILL NOT BE ACTIVELY WORKED FOR 7 DAYS OR MORE MUST BE TEMPORARILY STABILIZED. TEMPORARY STABILIZATION MUST BE INITIATED IMMEDIATELY WHERE WORK HAS TEMPORARILY CEASED AND MUST BE COMPLETED NO LATER THAN 7 CALENDAR DAYS AFTER WORK IN THAT PORTION OF THE SITE HAS TEMPORARILY CEASED. TEMPORARY SEEDING SHALL BE IN ACCORDANCE WITH MN/DOT SEED MIXTURE NUMBER 100 OR 110 DEPENDING ON THE SEASON OF PLANTING (SEE MN/DOT SPECIFICATION SECTION 2575.3) SEEDING METHOD AND APPLICATION RATE SHALL CONFORM TO MN/DOT SPECIFICATION SECTION 2575.3. TEMPORARY MULCH SHALL BE APPLIED IN ACCORDANCE WITH MN/DOT SPECIFICATION SECTION 2575.3F1 AND 2575.3G. ALTERNATIVELY, HYDRAULIC SOIL STABILIZER IN ACCORDANCE WITH MN/DOT SPECIFICATION SECTION 2575.3H MAY BE USED IN PLACE OF TEMPORARY MULCH. 2. PERMANENT STABILIZATION - ALL AREAS AT FINAL GRADE MUST BE STABILIZED WITHIN 7 DAYS AFTER COMPLETION OF THE MAJOR CONSTRUCTION ACTIVITY. PERMANENT STABILIZATION MUST BE INITIATED IMMEDIATELY WERE WORK HAS PERMANENTLY CEASED AND MUST BE COMPLETED NO LATER THAN 7 CALENDAR DAYS AFTER CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS PERMANENTLY CEASED. SEEDED AREAS SHALL BE PROTECTED WITH MULCH. PERMANENT MULCH SHALL CONFORM TO MN/DOT SPECIFICATION 3882, TYPE 3 AT 2 TONS/ACRE AND SHALL BE DISK ANCHORED. HYDRAULIC SOIL STABILIZER MAY BE USED IN PLACE OF MULCH IF APPROVED BY CIVIL ENGINEER. IF HYDRAULIC SOIL STABILIZER IS USED, IT SHALL BE MN DOT TYPE 6. 2.6 PROTECT SLOPES STEEP SLOPE AREAS - THE CONTRACTOR MUST MINIMIZE THE NEED FOR DISTURBANCE OF PORTIONS OF THE PROJECTTHAT HAVE STEEP SLOPES (3:1 OR STEEPER). FOR THOSE SLOPED AREAS WHICH MUST BE DISTURBED, THE CONTRACTOR MUST USE TECHNIQUES SUCH AS PHASING AND STABILIZATION PRACTICES DESIGNED FOR STEEP SLOPES, SUCH AS DRAINING AND TERRACING. SLOPES STEEPER THAN 3:1 MUST BE PROTECTED BY EROSION CONTROL BLANKETS. BMP DESCRIPTION: EROSION CONTROL BLANKET INSTALLATION SCHEDULE: INSTALL EROSION CONTROL BLANKETS AS SHOWN ON THE SWPPP PLAN SHEETS, AND AS NEEDED THROUGHOUT CONSTRUCTION, WITHIN THE TIMEFRAME ALLOWED FOR STABILIZATION AFTER WORK HAS CEASED IN AN AREA, DEPENDING ON THE LOCATION (I.E. 24 HOURS, 7 DAYS) MAINTENANCE AND INSPECTION REQUIREMENTS: TO FUNCTION PROPERLY, EROSION CONTROL BLANKETS MUST BE IN CONTACT WITH THE SOIL BENEATH THE BLANKET. BLANKETS MUST BE SECURED PER THE CONSTRUCTION DETAIL PROVIDED WITH THE SWPPP PLAN SHEETS. INSPECT BLANKETS EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. REPAIR OR REPLACE NON-FUNCTIONAL BLANKETS WITHIN 24 HOURS AFTER DISCOVERY. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE) 2.7 PROTECT STORM DRAIN INLETS ALL STORM DRAIN INLETS MUST BE PROTECTED BY APPROPRIATE MEANS DURING CONSTRUCTION UNTIL ALL SOURCES WITH POTENTIAL FOR DISCHARGING TO THE INLET HAVE BEEN STABILIZED. INLET PROTECTION MAY BE REMOVED FOR A PARTICULAR INLET IF A SPECIFIC SAFETY CONCERN (STREET FLOODING/FREEZING) HAS BEEN IDENTIFIED AND PERMITTEE(S) HAVE RECEIVED WRITTEN CORRESPONDENCE FROM THE JURISDICTIONAL AUTHORITY (E.G. CITY/COUNTY/TOWNSHIP/MNDOT/ETC.) VERIFYING THE NEED FOR REMOVAL. THE WRITTEN CORRESPONDENCE MUST BE DOCUMENTED IN THIS SWPPP. BMP DESCRIPTION: J -HOOK CURB TRAP INSTALLATION SCHEDULE: INSTALL INLET PROTECTION IN EXISTING STRUCTURES AS DIRECTED ON THE SWPPP PLAN SHEETS, AND AS NEEDED THROUGHOUT CONSTRUCTION, PRIOR TO BEGINNING GROUND DISTURBING ACTIVITIES UP GRADIENT OF THE INLET. INSTALL INLET PROTECTION ON NEW STRUCTURES AS SOON AS THE STRUCTURES ARE PUT INTO USE. MAINTENANCE AND INSPECTION REQUIREMENTS: INSPECTI-HOOK CURB TRAPS EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. J -HOOK CURB TRAPS SHOULD BE CLEANED OUT WHEN THE SEDIMENT BUILD-UP REACHED 1/2 THE HEIGHT OF THE TRAP. THIS MAINTENANCE MUST BE COMPLETED WITHIN 24 HOURS OF DISCOVERY. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): BMP DESCRIPTION: WIMCO (OR APPROVED EQUAL) INLET PROTECTION INSTALLATION SCHEDULE: INSTALL INLET PROTECTION IN EXISTING STRUCTURES AS DIRECTED ON THE SWPPP PLAN SHEETS, AND AS NEEDED THROUGHOUT CONSTRUCTION, PRIOR TO BEGINNING GROUND DISTURBING ACTIVITIES UP GRADIENT OF THE INLET. INSTALL INLET PROTECTION ON NEW STRUCTURES AS SOON AS THE STRUCTURES ARE PUT INTO USE. MAINTENANCE AND INSPECTION REQUIREMENTS: INSPECT INLET PROTECTION EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. SEDIMENT ACCUMULATIONS SHOULD BE REMOVED WHEN SEDIMENT BUILD-UP REACHES 1/2 THE CAPACITY OF THE DEVICE, OR, IF MORE STRINGENT, IN ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. THIS MAINTENANCE MUST BE COMPLETED WITHIN 24 HOURS OF DISCOVERY. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): 2.8 ESTABLISH PERIMETER CONTROLS AND SEDIMENT BARRIERS ALL STRUCTURAL SEDIMENT CONTROLS INTENDED TO RECEIVE AND TREAT CONSTRUCTION RUNOFF MUST BE IN PLACE BEFORE ANY UP GRADIENT LAND ALTERATION CAN BEGIN AND MUST STAY IN OPERATION UNTIL FINAL STABILIZATION OF THE SITE HAS BEEN ACHIEVED. TEMPORARY SOIL STOCKPILES MUST HAVE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS, AND CANNOT BE PLACED IN ANY NATURAL BUFFERS OR SURFACE WATERS, INCLUDING STORMWATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS, OR CONDUITS AND DITCHES UNLESS THERE IS A BYPASS IN PLACE FOR THE STORMWATER. BMP DESCRIPTION: SILT FENCE INSTALLATION SCHEDULE: INSTALL SILT FENCE AS DIRECTED ON THE SWPPP PLAN SHEETS, AND AS NEEDED THROUGHOUT CONSTRUCTION, PRIOR TO COMMENCING UP GRADIENT LAND DISTURBING ACTIVITIES. MAINTENANCE AND INSPECTION REQUIREMENTS: INSPECT SILT FENCE EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5"24 -HOUR RAIN EVENT. SEDIMENT ACCUMULATIONS SHOULD BE REMOVED WHEN SEDIMENT BUILD-UP REACHES 1/2 THE HEIGHT OF THE SILT FENCE. THIS MAINTENANCE MUST BE COMPLETED WITHIN 24 HOURS OF DISCOVERY. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): BMP DESCRIPTION: BIOLOGS INSTALLATION SCHEDULE: INSTALL BIOLOGS AS DIRECTED ON THE SWPPP PLAN SHEETS, AND AS NEEDED THROUGHOUT CONSTRUCTION, PRIOR TO COMMENCING UP GRADIENT LAND DISTURBING ACTIVITIES. MAINTENANCE AND INSPECTION REQUIREMENTS: INSPECT BIOLOGS EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. SEDIMENT ACCUMULATIONS SHOULD BE REMOVED WHEN SEDIMENT BUILD-UP REACHES 1/2THE HEIGHT OF THE BIOLOG. THIS MAINTENANCE MUST BE COMPLETED WITHIN 24 HOURS OF DISCOVERY. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE) 2.9 RETAIN SEDIMENT ON-SITE ANY OFF-SITE ACCUMULATIONS OF SEDIMENT MUST BE REMOVED IN A MANNER AND AT A FREQUENCY SUFFICIENT TO MINIMIZE OFF-SITE IMPACT (E.G. FUGITIVE SEDIMENT IN STREETS COULD BE WASHED INTO STORM SEWERS BY THE NEXT RAIN AND/OR POSE A SAFETY HAZARD TO USERS OF PUBLIC STREETS. BMP DESCRIPTION: TEMPORARY SEDIMENTATION BASIN INSTALLATION SCHEDULE: INSTALL TEMPORARY SEDIMENTATION BASIN PRIOR TO BEGINNING UPSLOPE LAND DISTURBING ACTIVITIES. IF THIS IS NOT POSSIBLE DUETO EXISTING TOPOGRAPHY, LIMIT DISTURBANCE TO ONLY THOSE AREAS NECESSARY TO INSTALL TEMPORARY SEDIMENTATION BASIN. MAINTENANCE AND INSPECTION REQUIREMENTS: INSPECT TEMPORARY SEDIMENTATION BASINS EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. TEMPORARY AND PERMANENT SEDIMENTATION BASINS MUST BE DRAINED AND THE SEDIMENT REMOVED WHEN THE VOLUME OF SEDIMENT COLLECTED IN THE BASIN REACHES Y. THE STORAGE VOLUME. THIS MAINTENANCE MUST BE COMPLETED WITHIN 72 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS. IF CONDITIONS DO NOT ALLOW MAINTENANCE TO BE PERFORMED WITHIN 72 HOURS, DOCUMENT THE CAUSE OF DELAY ON THE MAINTENANCE FORM. REFER TO SECTION 3.1 OF THIS SWPPP FOR BASIN DRAINING GUIDELINES. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE) 2.10 ESTABLISH STABILIZED CONSTRUCTION EXITS ROCK CONSTRUCTION EXITS HAVE BEEN DESIGNED TO PREVENT SEDIMENT TRACK OFF. IF THERE IS EVIDENCE OF SEDIMENT TRACKING FROM VEHICLES IN PAVED AREAS, THE SEDIMENT MUST BE REMOVED BY STREET SWEEPING OR OTHER METHOD AS SOON AS FEASIBLY POSSIBLE, BUT NO LONGER THAN 24 HOURS AFTER DISCOVERY. BMP DESCRIPTION: ROCK EXIT DRIVE INSTALLATION SCHEDULE: INSTALL ROCK EXITS AS SHOWN ON THE SWPPP PLAN SHEETS AS SOON AS POSSIBLE AT THE BEGINNING OF CONSTRUCTION ACTIVITIES. INSTALL ADDITIONAL ROCK EXIT DRIVES AS NEEDED THROUGHOUT CONSTRUCTION. MAINTENANCE AND INSPECTION REQUIREMENTS: INSPECT ROCK EXIT DRIVES EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. ROCK EXIT DRIVES MUST BE PERIODICALLY'REFRESHED' TO ENSURE PROPER FUNCTIONALITY. MAINTENANCE SHOULD BE PERFORMED WHEN THE EXIT APPEARS SMOOTH AND COMPACTED OR WHEN THE ROCK EXIT DRIVE CEASES TO FUNCTION PROPERLY. EXIT LOCATIONS SHOULD BE INSPECTED FOR SIGNS OF OFF-SITE SEDIMENT TRACKING. TRACKED SEDIMENT MUST BE REMOVED FROM ALL PAVED SURFACES WITHIN 24 HOURS OF DISCOVERY. STREET SWEEPING MUST BE USED IF ROCK EXIT DRIVES ARE NOT ADEQUATE TO PREVENT SEDIMENT FROM BEING TRACKED ONTO THE STREET. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): 2.11 CONTROL STORMWATER DISCHARGE POINTS 1. PIPE OR OTHER TEMPORARY OR PERMANENT OUTLETS MUST BE STABILIZED WITH TEMPORARY OR PERMANENT ENERGY DISSIPATION WITHIN 24 HOURS AFTER CONNECTION TO A SURFACE WATER. 2. STABILIZE THE NORMAL WETTED PERIMETER OF A DRAINAGE DITCH OR SWALE WITHIN 200 FEET OF THE PROPERTY EDGE WITHIN 24 HOURS OF CONNECTION TO A SURFACE WATER. THE REMAINDER OF THE DITCH MUST BE STABILIZED WITHIN 14 DAYS OF CONNECTION. BMP DESCRIPTION: RIPRAP INSTALLATION SCHEDULE: INSTALL RIPRAP AS SHOWN ON SWPPP PLANS AND/OR GRADING PLANS. INSTALLATION MUST BE COMPLETED WITHIN 24 HOURS OF CONNECTING TO A SURFACE WATER. MAINTENANCE AND INSPECTION REQUIREMENTS: INSPECT OUTLETS EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. REPAIR, REPLACE OR SUPPLEMENT NON-FUNCTIONING RIPRAP ENERGY DISSIPATION WITHIN 24 HOURS OF DISCOVERY. ANY OFF SITE ACCUMULATION OF SEDIMENT MUST BE REMOVED IN MANNER AND AT A FREQUENCY TO MINIMIZE OFF-SITE IMPACTS. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): It I" &Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn: JEB Approved: ETL Book / Page: xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title SWPPP NARRATIVE Sheet No. Revision C5.04 Project No. 20592 2.12 CHEMICAL EROSION AND SEDIMENT CONTROL BMPS POLYMERS, FLOCCULANTS, OR OTHER SEDIMENTATION TREATMENT CHEMICALS MUST BE APPLIED AFTER CONVENTIONAL EROSION AND SEDIMENT CONTROL DEVICES ARE UTILIZED. CHEMICALS MAY ONLY BE APPLIED WHERE TREATED STORMWATER IS DIRECTED TO A SEDIMENT CONTROL SYSTEM WHICH ALLOWS FOR FILTRATION OR SETTLEMENT OF THE FLOC PRIOR TO DISCHARGE. CONSIDERATION MUST BE GIVEN WHEN SELECTING CHEMICALS TO THE EXPECTED SOIL TYPES TO BE EXPOSED DURING CONSTRUCTION, AND TO THE EXPECrED TURBIDITY, PH AND FLOW RATE OF STORMWATER FLOWING INTO THE CHEMICAL TREATMENT SYSTEM OR AREA. IF CHEMICALS ARE PART OF THE EROSION CONTROL PLAN, THEY MUST BE USED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICES, AND WITH DOSING SPECIFICATION AND SEDIMENT REMOVAL DESIGN SPECIFICATIONS PROVIDED BY THE MANUFACTURER OR PROVIDER/SUPPLIER OF THE APPLICABLE CHEMICALS. BMP DESCRIPTION: INSTALLATION SCHEDULE MAINTENANCE AND INSPECTION REQUIREMENTS: RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): 2.13 ADDITIONAL EROSION AND SEDIMENT CONTROL BMPS BMP DESCRIPTION: INSTALLATION SCHEDULE: MAINTENANCE AND INSPECTION REQUIREMENTS: RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): SECTION 3: DEWATERING & BASIN DRAINING 3.1 DEWATERING AND BASIN DRAINING ALLOWABLE NON-STORMWATER DISCHARGES, AS DEFINED BY THE GENERAL PERMIT, ARE LIMITED TO DEWATERING AND BASIN DRAINING. DEWATERING OR BASIN DRAINING THAT MAY HAVE TURBID OR SEDIMENT LADEN DISCHARGE WATER MUST BE DISCHARGED TO A TEMPORARY OR PERMANENT SEDIMENTATION BASIN ON THE PROJECT SITE WHENEVER POSSIBLE. IF THE WATER CANNOT BE DISCHARGED TO A SEDIMENTATION BASIN PRIOR TO ENTERING THE SURFACE WATER, IT MUST BE TREATED WITH THE APPROPRIATE BMPS, SUCH THAT THE DISCHARGE DOES NOT ADVERSELY AFFECTTHE RECEIVING WATER OR DOWNSTREAM LANDOWNERS. THE CONTRACTOR MUST ENSURE THAT DISCHARGE POINTS ARE ADEQUATELY PROTECTED FROM EROSION AND SCOUR. THE DISCHARGE MUST BE DISPERSED OVER NATURAL ROCK RIPRAP, SAND BAGS, PLASTIC SHEETING OR OTHER ACCEPTED ENERGY DISSIPATION MEASURES. ADEQUATE SEDIMENTATION CONTROL MEASURES ARE REQUIRED FOR DISCHARGE WATER THAT CONTAINS SUSPENDED SOLIDS. ALL WATER FROM DEWATERING OR BASIN DRAINING MUST BE DISCHARGED IN A MANNER THAT DOES NOT CAUSE NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR ON DOWNSLOPE PROPERTIES, OR INUNDATION IN WETLANDS CAUSING SIGNIFICANT ADVERSE IMPACT TO THE WETLAND. IF THE CONTRACTOR ELECTS TO UTILIZE FILTERS WITH BACKWASH WATER, THE CONTRACTOR MUST HAUL THE BACKWASH WATER AWAY FOR DISPOSAL, RETURN THE BACKWATER TO THE BEGINNING OF THE TREATMENT PROCESS, OR INCORPORATE THE BACKWASH WATER INTO THE SITE IN A MANNER THAT DOES NOT CAUSE EROSION. THE CONTRACTOR MUST REPLACE AND CLEAN THE FILTER MEDIA USED IN DEWATERING DEVICES WHEN REQUIRED TO RETAIN ADEQUATE FUNCTION. SECTION 4: GOOD HOUSEKEEPING BMPS 4.1 MATERIAL HANDLING AND WASTE MANAGEMENT 1. SOLID WASTE DISPOSAL - NO SOLID MATERIALS, INCLUDING CONSTRUCTION AND DEMOLITION MATERIALS, COLLECTED SEDIMENT, ASPHALT AND CONCRETE MILLINGS, SHALL BE ALLOWED TO BE CARRIED FROM THE SITE WITH STORM WATER. ALL SOLID WASTE, INCLUDING DISPOSABLE MATERIALS INCIDENTAL TO THE MAJOR CONSTRUCTION ACTIVITIES, MUST BE COLLECTED AND PLACED IN CONTAINERS. THE CONTAINERS WILL BE EMPTIED PERIODICALLY BY A CONTRACT TRASH DISPOSAL SERVICE AND HAULED AWAY FROM THE SITE. DISPOSAL OF SOLID WASTES MUST COMPLY WITH MPCA REQUIREMENTS. 2. GROUNDWATER PROTECTION - SUBSTANCES THAT HAVE THE POTENTIAL FOR POLLUTING SURFACE AND/OR GROUNDWATER MUST BE CONTROLLED BY WHATEVER MEANS NECESSARY IN ORDER TO ENSURE THAT THEY DO NOT DISCHARGE FROM THE SITE. AS AN EXAMPLE, SPECIAL CARE MUST BE EXERCISED DURING EQUIPMENT FUELING AND SERVICING OPERATIONS. IF A SPILL OCCURS, IT MUST BE CONTAINED AND DISPOSED OF SO THAT IT WILL NOT FLOW FROM THE SITE OR ENTER GROUNDWATER, EVEN IF THIS REQUIRES REMOVAL, TREATMENT, AND DISPOSAL OF SOIL. IN THIS REGARD, POTENTIALLY POLLUTING SUBSTANCES SHOULD BE HANDLED IN A MANNER CONSISTENT WITH THE IMPACT THEY REPRESENT 3. SANITARY FACILITIES - ALL PERSONNEL INVOLVED WITH CONSTRUCTION ACTIVITIES MUST COMPLY WITH STATE AND LOCAL SANITARY SEPTIC SYSTEM REGULATIONS. PORTABLE TOILETS MUST BE POSITIONED SO THATTHEY ARE SECURE AND WILL NOT BE TIPPED OR KNOCKED OVER. TEMPORARY SANITARY FACILITIES WILL BE PROVIDED AT THE SITE THROUGHOUT THE CONSTRUCTION PHASE WHERE REQUIRED BY STATE OR LOCAL REGULATIONS. THEY MUST BE UTILIZED BY ALL CONSTRUCTION PERSONNEL AND BE SERVICED BY A COMMERCIAL OPERATOR. 4.2 ESTABLISH PROPER STORAGE, HANDLING & DISPOSAL DD A rTtroe HAZARDOUS MATERIALS & TOXIC WASTE (INCLUDING OIL, DIESEL FUEL, GASOLINE, HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM-BASED PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURING COMPOUNDS, AND ACIDS) MUST BE STORED IN WATERPROOF CONTAINERS WITH SECONDARY CONTAINMENT, AND THEIR OCATION(S) MUST BE NOTED ON THE SWPPP MAP. EXCEPT DURING APPLICATION, THE CONTENTS MUST BE KEPT IN TRUCKS OR WITHIN STORAGE FACILITIES WITH RESTRICTED ACCESS TO PREVENT VANDALISM. STORAGE AND DISPOSAL OF HAZARDOUS WASTE MUST BE IN COMPLIANCE WITH MCPA REGULATIONS. RUNOFF CONTAINING SUCH MATERIAL MUST BE COLLECTED, REMOVED FROM THE SITE, TREATED, AND DISPOSED AT AN APPROVED SOLID WASTE OR CHEMICAL DISPOSAL FACILITY. BUILDING PRODUCTS THAT HAVE THE POTENTIAL TO LEACH POLLUTANTS AND PESTICIDES, HERBICIDES, INSECTICIDES, FERTILIZERS, TREATMENT CHEMICALS AND LANDSCAPE MATERIALS MUST BE UNDER COVER BY PLASTIC SHEETING OR TEMPORARY ROOFS TO PREVENT DISCHARGE, OR PROTECTED BY SIMILAR EFFECTIVE MEANS TO PREVENT CONTACT WITH STORMWATER. 4.3 DESIGNATE WASHOUT AREAS THE CONTRACTOR SHALL DESIGNATE AREAS FOR CONCRETE WASHOUT, AND NOTE THE LOCATIONS ON THE SITE MAP. ALL LIQUID AND SOLID WASTES GENERATED BY CONCRETE WASHOUT OPERATIONS MUST BE CONTAINED IN A LEAK PROOF CONTAINMENT FACILITY OR IMPERMEABLE LAYER. THE LIQUID AND SOLID WASTES MUST NOT CONTACT THE GROUND, AND THERE MUST NOT BE RUNOFF FROM THE CONCRETE WASHOUT OPERATIONS OR AREAS. LIQUID AND SOLID WASTE MUST BE DISPOSED OF PROPERLY AND IN COMPLIANCE WITH MPCA REGULATIONS. A SIGN MUST BE INSTALLED ADJACENT TO EACH WASHOUT FACILITY TO INFORM CONCRETE EQUIPMENT OPERATORS TO UTILIZE PROPER FACILITIES. BMP DESCRIPTION: CONCRETE WASHOUT INSTALLATION SCHEDULE: PRIOR TO CONCRETE WORK. MAINTENANCE AND INSPECTION REQUIREMENTS: INSPECT CONCRETE WASHOUTS FOR EVIDENCE OF DISCHARGE EVERY 7 DAYS OR WITHIN 24 HOURS AFTER A 0.5" 24-HOUR RAIN EVENT. REPAIR, REPLACE OR SUPPLEMENT NON-FUNCTIONING CONCRETE WASHOUTS WITHIN 24 HOURS OR PRIOR TO NEXT USE. RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): 4.4 ESTABLISH PROPER EQUIPMENT/VEHICLE FUELING AND MAINTENANCE PRACTICES THE CONTRACTOR SHALL DESIGNATE AREAS FOR EQUIPMENT FUELING, CLEANING, Oct 05, 2016 - 12:52pm - User:577 L\PROJECTS\20592\dwg\Civil\preliminary\20592-C5-EROS.dwg MAINTENANCE AND REPAIR, AND NOTE THE LOCATION(S) ON THE SWPPP SITE MAPS. RUNOFF MUST BE CONTAINED WITHIN THE DESIGNATED AREAS (I.E. THROUGH USE OF A TEMPORARY BERM). THE AREAS MUST NOT BE LOCATED IN ANY SURFACE WATER. SPECIAL CARE MUST BE EXERCISED DURING EQUIPMENT FUELING AND SERVICING OPERATIONS. IF A SPILL OCCURS, IT MUST BE CONTAINED AND DISPOSED OF SO THAT IT WILL NOT FLOW FROM THE SITE OR ENTER GROUNDWATER, EVEN IF THIS REQUIRES REMOVAL, TREATMENT, AND DISPOSAL OF SOIL. IT IS THE CONTRACTORS RESPONSIBILITY TO ENSURE THAT ADEQUATE SUPPLIES ARE AVAILABLE AT ALL TIMES TO CLEAN UP DISCHARGED MATERIALS AND THAT AN APPROPRIATE DISPOSAL METHOD IS AVAILABLE FOR RECOVERED SPILLED MATERIALS. NO ENGINE DEGREASING IS ALLOWED ON SITE. 4.5 CONTROL EQUIPMENT/VEHICLE WASHING THE CONTRACTOR SHALL DESIGNATE LOCATION(S) FOR VEHICLE WASHING, AND NOTE THE LOCATION(S) ON THE SWPPP SITE MAP. RUNOFF FROM THE WASHING AREA MUST BE CONTAINED IN A SEDIMENT BASIN OR OTHER SIMILARLY EFFECTIVE CONTROLS AND WASTE FROM THE WASHING ACTIVITY MUST BE PROPERLY DISPOSED OF. THE CONTRACTOR MUST PROPERLY USE AND STORE SOAPS, DETERGENTS AND SOLVENTS. ENGINE DEGREASING OF TRUCKS AND OTHER CONSTRUCTION VEHICLES IS ALSO PROHIBITED. 4.6 SPILL PREVENTION AND CONTROL PLAN 1. ACCIDENTAL SPILL- DISCHARGE OF OIL OR OTHER HAZARDOUS SUBSTANCES IS SUBJECT TO REPORTING AND CLEAN UP REQUIREMENTS. IN CASE OF AN ACCIDENTAL SPILL, THE MINNESOTA POLLUTION CONTROL AGENCY IS TO BE NOTIFIED AT THEIR 24-HOUR TELEPHONE NUMBER: 651-649-5451. REFER TO SECTION V, ITEM C OF THE GENERAL PERMIT. 2. GROUNDWATER PROTECTION - SUBSTANCES THAT HAVE THE POTENTIAL FOR POLLUTING SURFACE AND/OR GROUNDWATER MUST BE CONTROLLED BY WHATEVER MEANS NECESSARY IN ORDER TO ENSURE THAT THEY DO NOT DISCHARGE FROM THE SITE. AS AN EXAMPLE, SPECIAL CARE MUST BE EXERCISED DURING EQUIPMENT FUELING AND SERVICING OPERATIONS. IF A SPILL OCCURS, IT MUST BE CONTAINED AND DISPOSED OF SO THAT IT WILL NOT FLOW FROM THE SITE OR ENTER GROUNDWATER, EVEN IF THIS REQUIRES REMOVAL, TREATMENT, AND DISPOSAL OF SOIL. IN THIS REGARD, POTENTIALLY POLLUTING SUBSTANCES SHOULD BE HANDLED IN A MANNER CONSISTENT WITH THE IMPACT THEY REPRESENT SECTIONS: POST -CONSTRUCTION BMPS THE SITE GENERALLY DRAINS ACROSS THE PAVEMENT AND OVERLAND TO THE PROPOSED INFILTRATION BASIN ON SITE. TWO CATCH BASINS AT THE REAR OF THE PARKING LOT CATCH THE OVERLAND FLOW AND THEN PIPE IT INTO THE INFILTRATION BASIN. BMP DESCRIPTION: INFILTRATION BASIN INSTALLATION SCHEDULE: MAINTENANCE AND INSPECTION REQUIREMENTS: RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): BMP DESCRIPTION: SUMP MANHOLES INSTALLATION SCHEDULE: MAINTENANCE AND INSPECTION REQUIREMENTS: RESPONSIBLE STAFF (CONTRACTOR TO COMPLETE): SECTION 6: INSPECTIONS 6.1 INSPECTIONS 1. INSPECTION FREQUENCY AND RESPONSIBILITY 1.1. WATERSHED REQUIREMENTS THE PERMITTEE MUST, AT A MINIMUM, INSPECT, MAINTAIN AND REPAIR ALL DISTURBED SURFACES AND ALL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATION MEASURES EVERY DAY WORK IS PERFORMED ON THE SITE AND AT LEAST WEEKLY UNTIL LAND -DISTURBING ACTIVITY HAS CEASED. THEREAFTER, THE PERMITTEE MUST PERFORM THESE RESPONSIBILITIES AT LEAST WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THE PERMITTEE WILL MAINTAIN A LOG OF ACTIVITIES UNDER THIS SECTION FOR INSPECTION BY THE DISTRICT ON REQUEST. 1.2. MPCA REQUIREMENTS BETWEEN THE TIME THIS SWPPP IS IMPLEMENTED AND FINAL SITE STABILIZATION IS ACHIEVED AND THE NOTICE OF TERMINATION FILED WITH THE MPCA, ALL DISTURBED AREAS AND POLLUTANT CONTROLS MUST BE INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS FOLLOWING A RAINFALL OF 0.5 INCHES OR GREATER. THE PURPOSE OF SITE INSPECTIONS IS TO ASSESS PERFORMANCE OF POLLUTANT CONTROLS. THE INSPECTIONS WILL BE CONDUCTED BY THE CONTRACTOR'S DESIGNATED REPRESENTATIVE. BASED ON THESE INSPECTIONS, THE CONTRACTOR WILL DECIDE WHETHER IT IS NECESSARY TO MODIFY THIS SWPPP, ADD OR RELOCATE STRUCTURAL BMPS, OR WHATEVER ELSE MAY BE NEEDED IN ORDER TO PREVENT POLLUTANTS FROM LEAVING THE SITE VIA STORM WATER RUNOFF. IF THE SWPPP REQUIRES MODIFICATION, THOSE CHANGES TO THE SWPPP MUST BE DOCUMENTED. THE CONTRACTOR HAS THE DUTY TO CAUSE POLLUTANT CONTROL MEASURES TO BE REPAIRED, MODIFIED, MAINTAINED, SUPPLEMENTED, OR WHATEVER ELSE IS NECESSARY IN ORDER TO ACHIEVE EFFECTIVE POLLUTANT CONTROL. 2. INSPECTION PROCEDURES - EXAMPLES OF PARTICULAR ITEMS TO EVALUATE DURING SITE INSPECTIONS ARE LISTED BELOW. THIS LIST IS NOT INTENDED TO BE COMPREHENSIVE. DURING EACH INSPECTION THE INSPECTOR MUST EVALUATE OVERALL POLLUTANT CONTROL SYSTEM PERFORMANCE AS WELL AS PARTICULAR DETAILS OF INDIVIDUAL SYSTEM COMPONENTS. ADDITIONAL FACTORS SHOULD BE CONSIDERED AS APPROPRIATE TO THE CIRCUMSTANCES. A. PRE -INSPECTION PREPARATION: 1. INSPECTORS SHOULD BE FAMILIAR WITH THE SWPPP, INCLUDING THE EROSION AND SEDIMENT CONTROL PLANS, PAST INSPECTION REPORTS, AND MAINTENANCE LOGS. 2. PAY SPECIAL ATTENTION TO STORM WATER DISCHARGE TO SPECIAL/IMPAIRED WATERS AND WETLANDS; DISCHARGES TO SPECIAL/IMPAIRED WATERS AND WETLANDS HAVE ADDITIONAL REQUIREMENTS THAT ARE DESCRIBED IN APPENDIX A OF THE GENERAL PERMIT, AND ADDRESSED IN THIS SWPPP. B. SITE ENTRY: 1. BEFORE ENTERING THE SITE, OBSERVE THE SURROUNDINGS AND VARIOUS STAGES OF CONSTRUCTION. NOTE AREAS FOR IN-DEPTH REVIEW AND ANY POTENTIAL ISSUES. 2. THIS IS A GOOD TIME TO VIEW CONSTRUCTION SITE VEHICLE EXIT LOCATIONS AND PERIMETER CONTROLS. C. RECORDS REVIEW: 1. VERIFY THAT A COPY OF THE SWPPP AND APPLICATION FOR THE NPDES STORM WATER PERMIT, AND COPIES OF ALL CONSTRUCTION SITE INSPECTIONS ARE ON SITE. 2. VERIFY THAT THE TIMING FOR INSTALLATION OF ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS, AS WELL AS CONSTRUCTION PHASING, IS GENERALLY BEING FOLLOWED. 3. SWPPPS ARE INTENDED TO BE DYNAMIC DOCUMENTS, VERIFY THATAMENDMENTS OR CHANGES TO THE SWPPP ARE BEING MADE WHEN: A. A CHANGE IN DESIGN, CONSTRUCTION, OPERATION, MAINTENANCE, WEATHER OR SEASONAL CONDITIONS HAVE A SIGNIFICANT EFFECT ON STORM WATER DISCHARGES B. INSPECTIONS INDICATE THE SWPPP IS NOT EFFECTIVE C. THE SWPPP IS NOT CONSISTENT WITH THE TERMS OF THE GENERAL PERMIT D. SITE INSPECTION (NOTE TIMELINES FOR MAINTENANCE INCLUDED IN INSPECTION/MAINTENANCE REPORT; REFER TO APPENDIX E FOR INSPECTION REPORT/MAINTENANCE FORM) 1. INSPECT DISCHARGE POINTS DOWNSTREAM AND OFF-SITE AREAS FOR SIGNS OF IMPACT. 2. INSPECT PERIMETER CONTROLS: A. HAVE PERIMETER CONTROLS BEEN PROPERLY INSTALLED AND MAINTAINED? B. ARE CONSTRUCTION ENTRANCES/EXITS FUNCTIONING PROPERLY? ARE ADDITIONAL ENTRANCES/EXITS BEING USED THAT ARE NOT STABILIZED? C. ALL STORM DRAINS MUST BE PROTECTED AND TEMPORARY STOCKPILES MUST HAVE SEDIMENT CONTROLS INSTALLED. D. ALL EXPOSED SOILS MUST HAVE TEMPORARY OR PERMANENT EROSION PROTECTION WITHIN 7 DAYS OF INACTIVITY. 3. COMPARE BMPS IN THE SWPPP WITH CONSTRUCTION SITE CONDITIONS: ARE REQUIRED BMPS IN PLACE; ARE ADDITIONAL BMPS NEEDED; ARE BMPS IN PLACE PROPERLY INSTALLED AND MAINTAINED? 4. INSPECT AREAS THAT HAVE BEEN DISTURBED AND ARE NOT CURRENTLY BEING WORKED. ANY UNSEEDED OR UNMULCHED BARE AREAS THAT HAVE BEEN IDLE FOR 2 WEEKS SHOULD BE NOTED. 5. INSPECT AREAS WITH FINAL STABILIZATION. IN ORDER FOR FINAL STABILIZATION TO BE ACHIEVED, AREAS MUST HAVE A UNIFORM COVER WITH A DENSITY OF 704 OVER ENTIRE AREA. TEMPORARY BMPS SHOULD BE REMOVED AND AREAS DISTURBED BY REMOVAL SEEDED AS NECESSARY. E. EXIT INTERVIEW: 1. DEBRIEF THE P&ON IN CHARGE. EXPLAIN THE IDENTIFIED DEFICIENCIES AND ANY AREAS OF CONCERN. F. A COPY OF THE COMPLETED INSPECTION REPORT MUST BE KEPT WITH THE SWPPP ON SITE. IF AN INSPECTION FORM OTHER THAN THE ONE PROVIDED IN SECTION 0237015 USED, THE INSPECTION REPORT USED SHOULD INCLUDE, ATA MINIMUM, THE FOLLOWING: • DATE & TIME OF INSPECTION • NAME OF INSPECTOR(S) • FINDINGS OF INSPECTIONS AND RECOMMENDATIONS FOR CORRECTIVE ACTIONS • CORRECTIVE ACTIONS TAKEN, INCLUDING DATES, TIMES AND NAMES OF PARTY COMPLETING MAINTENANCE • DATE & AMOUNT OF RAINFALL • RECORD OF ALL POINTS OF DISCHARGE FROM THE PROPERTY AND DESCRIPTION OF DISCHARGE • NOTE TO UPDATE THE SWPPP 6.2 DELEGATION OF AUTHORITY DULY AUTHORIZED REPRESENTATIVE(S) OR POSITION(S) COMPANY OR ORGANIZATION NAME: NAME: POSITION: ADDRESS: CITY, STATE, ZIP CODE: TELEPHONE NUMBER: FAX/EMAIL: A COPY OF THE SIGNED DELEGATION OF AUTHORITY FORM IS ATTACHED IN APPENDIX J. 6.3 CORRECTIVE ACTION LOG THE INSPECTION/MAINTENANCE FORM ATTACHED AS APPENDIX E INCORPORATES BOTH INSPECTION AND MAINTENANCE REPORTING INTO A SINGLE FORM. THIS FORM ALSO SPECIFIES THE TIME ALLOWED FOR CORRECTIONS TO BE PERFORMED. IF THE PARTY PERFORMING INSPECTIONS CHOOSES TO USE ANOTHER INSPECTION FORM, A SEPARATE CORRECTIVE ACTION LOG MUST BE PROVIDED. SECTION 7: RECORD KEEPING AND TRAINING 7.1 RECORDKEEPING RECORD RETENTION - THE OWNER MUST KEEP THE SWPPP INCLUDING ALL CHANGES MADE TO IT DURING CONSTRUCTION (SEE SECTION 7.2), ALONG WITH THE FOLLOWING ADDITIONAL RECORDS ON FILE FOR THREE YEARS AFTER COMPLETION OF THE CONSTRUCTION PROJECT (FINAL STABILIZATION AND NOTICE OF TERMINATION): 1. ANY OTHER STORMWATER RELATED PERMITS REQUIRED FOR THE PROJECT 2. RECORDS OF ALL INSPECTIONS AND MAINTENANCE CONDUCTED DURING CONSTRUCTION 3. ALL PERMANENT OPERATION AND MAINTENANCE AGREEMENTS THAT HAVE BEEN IMPLEMENTED, INCLUDING ALL RIGHT OF WAY, CONTRACTS, COVENANTS AND OTHER BINDING REQUIREMENTS REGARDING PERPETUAL MAINTENANCE 4. ALL REQUIRED CALCULATIONS FOR DESIGN OF THE TEMPORARY AND PERMANENT STORM WATER MANAGEMENT SYSTEMS 7.2 RECORD KEEPING A COPY OF THE SWPPP UPDATE LOG FORM IS ATTACHED IN APPENDIX F. MODIFICATIONS TO THE SWPPP - THIS SWPPP INTENDS TO CONTROL WATER -BORNE AND LIQUID POLLUTANT DISCHARGES BY SOME COMBINATION OF INTERCEPTION, FILTRATION, AND CONTAINMENT. THE GENERAL CONTRACTOR AND SUBCONTRACTORS IMPLEMENTING THIS SWPPP MUST REMAIN ALERTTO THE NEED TO PERIODICALLY REFINE AND UPDATE THE SWPPP IN ORDER TO ACCOMPLISH THE INTENDED GOALS. THIS SWPPP MUST BE AMENDED AS NECESSARY DURING THE COURSE OF CONSTRUCTION IN ORDER TO KEEP IT CURRENT WITH THE POLLUTANT CONTROL MEASURES UTILIZED AT THE SITE. AMENDING THE SWPPP DOES NOT MEAN THAT IT HAS TO BE REPRINTED. IT IS ACCEPTABLE TO ADD ADDENDA, SKETCHES, NEW SECTIONS, AND/OR REVISED DRAWINGS. THIS SWPPP MUST BE UPDATED AS NECESSARY TO INCLUDE ADDITIONAL REQUIREMENTS, SUCH AS ADDITIONAL OR MODIFIED BMPS, DESIGNED TO CORRECT PROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER: 1. THERE IS A CHANGE IN DESIGN, CONSTRUCTION, OPERATION, MAINTENANCE, WEATHER OR SEASONAL CONDITIONS THAT HAS A SIGNIFICANT EFFECT ON THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR UNDERGROUND WATERS. 2. INSPECTIONS OR INVESTIGATIONS BY SITE OPERATORS, LOCAL, STATE OR FEDERAL OFFICIALS INDICATE THE SWPPP IS NOT EFFECTIVE IN ELIMINATING OR SIGNIFICANTLY MINIMIZING THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR UNDERGROUND WATERS OR THAT THE DISCHARGES ARE CAUSING WATER QUALITY STANDARD EXCEEDANCES. 3. THE SWPPP IS NOTACHIEVING THE GENERAL OBJECTIVES OF CONTROLLING POLLUTANTS IN STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY, OR THE SWPPP 15 NOT CONSISTENT WITH THE TERMS AND CONDITIONS OF THE GENERAL PERMIT. 4. THE MPCA HAS DETERMINED THAT THE PROJECT'S STORM WATER DISCHARGES MAY CAUSE OR CONTRIBUTE TO NON -ATTAINMENT OF ANY APPLICABLE WATER STANDARD, OR THATTHE SWPPP DOES NOT INCORPORATE REQUIREMENTS RELATED TO AN APPROVED TOTAL MAXIMUM DAILY LOAD (TMDL) IMPLEMENTATION PLAN. IN THIS CASE, THE SWPPP MUST BE UPDATED OR A SUPPLEMENTAL BMP ACTION PLAN DEVELOPED TO ADDRESS THE IDENTIFIED CONCERNS. 7.3 TRAINING THE PERMITTEE(S) MUST FULFILL TRAINING REQUIREMENTS AND INCLUDE RECORDS OF TRAINING IN THE SWPPP. REFRESHER TRAINING MUST BE ATTENDED EVERY THREE YEARS STARTING THREE YEARS, FROM THE ISSUANCE OF THE 2013 GENERAL PERMIT (ISSUED 8/1/13). INDIVIDUALS REQUIRED TO BE TRAINED INCLUDE: 1. INDIVIDUALS PREPARING THE SWPPP 2. INDIVIDUALS OVERSEEING IMPLEMENTATION OF, REVISING, AND AMENDING THE SWPPP AND INDIVIDUALS PERFORMING INSPECTIONS. ONE OF THESE INDIVIDUALS MUST BE AVAILABLE FOR AN ON SITE INSPECTION WITHIN 72 HOURS UPON REQUEST BY THE MPCA. 3. INDIVIDUALS PERFORMING OR SUPERVISING THE INSTALLATION, MAINTENANCE AND REPAIR OF BMPS. AT LEAST ONE INDIVIDUAL ON A PROJECT MUST BE TRAINED IN THESE JOB DUTIES. THE CONTENT AND EXTENT OF TRAINING MUST BE COMMENSURATE WITH THE INDIVIDUAL'S JOB DUTIES AND RESPONSIBILITIES WITH REGARD TO ACTIVITIES COVERED UNDER THE GENERAL PERMIT. AT LEAST ONE INDIVIDUAL TRAINED IN THE JOB DUTIES LISTED ABOVE MUST BE PRESENT ON THE SITE OR AVAILABLE TO THE SITE IN 72 HOURS. TRAINING DOCUMENTATION MUST INCLUDE: 1. NAMES OF PERSONNEL ASSOCIATED WITH THE PROJECTTHAT ARE REQUIRED TO BE TRAINED 2. DATES OF TRAINING AND NAMES OF INSTRUCTOR AND ENTITY PROVIDING TRAINING 3. CONTENT OF TRAINING COURSE, INCLUDING NUMBER OF HOURS OF TRAINING 4. DOCUMENTATION MUST BE KEPT WITH THE SWPPP. COPIES OF TRAINING RECORDS/CERTIFICATIONS ARE ATTACHED IN APPENDIX I. INDIVIDUALS MUST BE TRAINED BY LOCAL, STATE, FEDERAL AGENCIES, PROFESSIONAL ORGANIZATIONS, OR OTHER ENTITIES WITH EXPERTISE IN EROSION PREVENTION, SEDIMENT CONTROL, OR PERMANENT STORMWATER MANAGEMENT SUCH AS THE UNIVERSITY OF MINNESOTA, MINNESOTA EROSION CONTROL ASSOCIATION, SOIL AND WATER CONSERVATION DISTRICTS, OR THE MPCA. SECTION 8: FINAL STABILIZATION FINAL STABILIZATION -TO ACHIEVE FINAL STABILIZATION OF THE SITE, THE CONTRACTOR WILL IMPLEMENT THE FOLLOWING MEASURES AFTER ALL SOIL DISTURBING ACTIVITIES AT THE SITE HAVE BEEN COMPLETED. 1.ALL SOILS MUST BE STABILIZED BY A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70 PERCENT OVER THE ENTIRE PERVIOUS SURFACE AREA, OR BY OTHER EQUIVALENT MEANS NECESSARY TO PREVENT SOIL FAILURE UNDER EROSIVE CONDITIONS. REFER TO LANDSCAPING PLANS/SPECIFICATIONS FOR TYPE OF VEGETATIVE COVER. 2.THE PERMANENT STORMWATER MANAGEMENT SYSTEM IS CONSTRUCTED, MEETS ALL REQUIREMENTS IN PART III.D. OF THE GENERAL PERMIT AND IS OPERATING AS DESIGNED. 3.ALL TEMPORARY EROSION PREVENTION AND SEDIMENT CONTROL BMPS MUST BE REMOVED. 4.FOR CONSTRUCTION PROJECTS ON LAND USED FOR AGRICULTURAL PURPOSES FINAL STABILIZATION MAY BE ACCOMPLISHED BY RETURNING THE DISTURBED LAND TO ITS PRECONSTRUCTION AGRICULTURAL USE. 5.FOR RESIDENTIAL CONSTRUCTION ONLY, INDIVIDUAL LOTS ARE CONSIDERED FINALLY STABILIZED IF THE STRUCTURE(S) ARE FINISHED AND TEMPORARY EROSION PROTECTION AND DOWNGRADIENT PERIMETER CONTROL HAS BEEN COMPLETED AND THE RESIDENCE HAS BEEN SOLD TO THE HOMEOWNER. ADDITIONALLY, THE PERMITTEE HAS DISTRIBUTED THE MPCA'S "HOMEOWNER FACT SHEET" TO THE HOMEOWNER TO INFORM THE HOMEOWNER OF THE NEED FOR, AND BENEFITS OF, PERMANENT COVER. tkambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. 2 Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL Drawn:JEB Approved: ETL Book / Page: xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title SWPPP NARRATIVE Sheet No. Revision C5.05 Project No. 20592 . . J / / J I ' I/ tet. 0-7 \ S ila aCO CHECK DAM 9L m \ ` RIP RAP " r \ c 0- 00 I m FES 200 \ RE=947.80 ^ \ \ / SEE DETAIL I IE=943.50 \ r �p� SHEET C9.01 •15 LF -15" \ �HDV<R 1.33% \ FES 201 10 LF -15" \ \ HDPE @ 0.00% a IE=945.00 / c"Ory \ K D39 0M M \ COCOCOCm('�C 0\ 4"PVC @0. P. \\I N�Mm \ I \�p0 rP \ 26"OAK ' 20030 Z �O Z \ - _\ o, �• 24"OAK -( \ I X4 P�OL 001 B L. : TT 91" O0- \ 1 I r1 S =6`18- \ I \ 1 1 10 L =194 {.71 }11 - 1 _ 4" HDPE @ 0.5% TYP. NOTE: THE BUILDING EXPANSION SEWER AND WATER ARE SERVICED FROM THE EXISTING BUILDING. 14" PVC STORM PIPE 20.1'@ 2.00% VERTICAL SEPARATION = 1.95' I E = 946.58 BOTTOM PIPE = 946.50 GRADE AT CROSSING = 952.05 TOP PIPE = 944.55 8" PVC C-900 WM �'CJ - WATERMAIN CROSSING DETAIL 1 - 6" DIP CL 52 VERTICAL SEPARATION = 1.52' 15" HDPE STM @ 1.47% GRADE AT CROSSING = 951.87 TOP PIPE = 944.37 BOTTOM PIPE = 943.79 TOP PIPE = 942.27 IE = 940.77 t1` 1.1 -gl ! 1 1.: . V! �M -# \\ - WATERMAIN CROSSING DETAIL 2 `\ VIL \ I an FES 100 IE=945.00 II 21 LF -1s'.._ I 4040�DPE @ 2.57% COICO\ 72 LF -15" \ CBMH 101-A\�. II CBMH 101 RE=948.90 RE=948.90 L HDPE @ 0.50% I IE=945.54 •,r-_ IE=945.90 \ ..- 4'SUMP '- ------- \ IE=941.54 A \ c0 m \ L REE o z �4 44 �4 �� �� 9' \ -I 4 PVC @ 0.5 TYP. 4 44 4 4 44 \ \ �i 4"HDPE NP. �.- r 160 LF -15" \.- - \ m \ HDPE @ 0.64% \ 4" PVC @ 0.50% TYP. D'•\ \ y \ \ °C - '•V 4" HDPE @ TYP. \ \ p T 1\ 444 14/ 444 444 444'-X44 444 Ht 111 444 \ \ 00 441 111 111 111 444 111 111 111 111 111 \ II- 444 44i 444 b x \ 4k 444 44 4 44 414 - 444 4 44 44 }\\ \ e \ - CONNECTTO EXISTING 8" v; WATERMAIN STUB WITH 8" \\ 45° BEND & EXTEND AS SHOWN INSTALL SALVAGED \ \ 8 45° BEND 6" GHYDATE VALVE 8" PVC C-900 WM Lo., --- -.--�\ 8"_ 45° BEND \ i I I 11' I FI I CONNECT TO EXISTING - I CATCH BASIN � T IE=946.56 FIELD VERIFY - v m I FL. 50.1 IE: 946. E) M 6'PVC IE: 946.56 SM PER PLAN'IE:946.65(N) - a 'PVC ' 10"L c (PLAN r*T- C - GI mol o IV o� C W z D - I Z� O � •� I v G m I 0 M A I v r D z I _w I c m I a o 6 Lo�l THE SUBSURFACE UTILITY INFORMATION SHOWN ON THESE PLANS IS A UTILITY QUALITY LEVEL THIS QUALITY LEVEL WAS DETERMINED ACCORDING TO SUBSURFACE GUIDELINES OFNTRACTOR AN /ORS "STANDARD GUIDELINES DETERMINE ETRE EXACT N AND DEPICnON OF EXISTING SUBSURFACE UTILITY DATA." THE CONTRACTOR AND/OR SUBCONTRACTORS SHALL DETERMINE THE EXACT LOCATION Of All EXISTING UTILITIES BEFORE COMMENCING WORK, BY CONTACTING THE NOTIFICATION CENTER (GOPHER STATE ONE FOR MINNESOTA). THE CONTRACTOR AND/OR SUBCONTRACTOR AGREE TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES, WHICH MIGHT BE OCCASIONED BY HIS OR HER FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES(UNDERGROUND AND OVERHEAD). rT , IF THE CONTRACTOR ENCOUNTERS ANY DRAIN TILE WITHIN THE SITE, HE OR SHE SHALL NOTIFY THE ENGINEER WITH THE LOCATION, SIZE, L•�+ INVERT AND IF THE TILE LINE IS ACTIVE. NO DRAIN TILE SHALL BE BACKFILLED WITHOUT APPROVAL FROM THE PROJECTENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTORTO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED - -979 \\ IMPROVEMENTS SHOWN ON THE PLAINS. II I III I If 1 I I IO Oct 05, 2016-12:54pm - User.577 L\PROJECTS\20592\dwg\Civil\Preliminary\20592-C6-UTIL.dwg WATERMAIN SHALL BE 8" X 6" TEE 32 LF 14" • ! r \ CONNECT TO EXISTING a „\ INSTALLED PER CURRENT SCH 40 @ 2.00% I V CITY OF CHANHASSEN ( I CATCH BASIN STANDARD SPECIFICATIONS/ I IE=946.36 SANITARY SEWER 14" ROOF DRAIN CONNECTION / I , FIELD VERIFY SERVICE IE=947.00 ADJUST RIM / IE=945.00 , I I L:942 50.50S) RE=951.30 I - I IE:942.45(W) FIELD VERIFY SEE WATERMAIN CROSSING I IE:942.46(N) 48 LF - 6" SCH 40 PVC / --- @200%----------------------DETAILIONTHISS- I I / -- \� - r -CONNECT TOEXISTING I - WATERMAIN MAINTAIN 18" OF VERTICAL CONNECT TO EXISTING SEPARATION BETWEEN STORM IE=937.25 PROPOSED BUILDING EXPANSION AND WATERMAIN FIELD VERIFY 26,962 S.F. FIELD VERIFY STORM LOCATION SEE SANITARY SEWER FFE=953.00 SEE WATERMAIN CROSSING - I IV bZ� SERVICE RISER CONNECTION DETAIL 2 ON THIS SHEET j I DETAIL ON THIS SHEET 8"X6"TEE INST LSALVAGED _ HYD NT & BM#2 �,j 6" G E VALVE TNH:955.37 I, / PIE FL: 951.2 IE: 940.02 E) SIE: 940.41(N IE: 946.24(W) i \ OLEOF -10 HE \`\ \ P W ! \ 2 Tn Ad FFE:952.9 vt z I rn FFE:953.0 ro \ \ F 0m \ \ d c Z- I d �;136 FJC) \\ (\ I BUILDING FFE = 953.0 SEE PLAN VIEW ON THIS SHEET FOR SANITARY SERVICE INVERT AT BUILDING APPROVED WATERTIGHT PLUG =LCl7CIVU PROPOSED EXISTING CURB & GUTTER STORM SEWER SANITARY SEWER) FFM -------- 6r D - .-. . FONITARY N SAN. LS � �+ WATERMAIN EASEMENT - - - - - - - -- -------- ...- - - DRAINTILE - ►►► - ►►► - --- - >co - oo> GAS LINE GL - ELECTRIC ELECTRIC UE TELEPHONE UT -- --- UT UTILITY CONSTRUCTION NOTES 1. THE UTILITY IMPROVEMENTS FOR THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "STANDARD UTILITIES SPECIFICATIONS" AS PUBLISHED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA (CEAM), EXCEPT AS MODIFIED HEREIN. CONTRACTOR SHALL OBTAIN A COPY OF THESE SPECIFICATIONS. 1.1. ALL UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY REQUIREMENTS. 1.2. CONTRACTOR SHALL NOT OPEN, TURN OFF, INTERFERE WITH, OR ATTACH ANY PIPE OR HOSE TO OR TAP WATERMAIN BELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SO BY THE CITY. ANY ADVERSE CONSEQUENCES OF ANY SCHEDULED OR UNSCHEDULED DISRUPTIONS OF SERVICE TO THE PUBLIC ARE THE LIABILITY OF CONTRACTOR. 1.3. A MINIMUM VERTICAL SEPARATION OF 18 INCHES AND HORIZONTAL SEPARATION OF 10 -FEET BETWEEN OUTSIDE PIPE DIAMETERS IS REQUIRED AT ALL WATERMAIN AND SEWER MAIN (BUILDING, STORM AND SANITARY) CROSSINGS. 2. ALL MATERIALS SHALL BE AS SPECIFIED IN CEAM SPECIFICATIONS EXCEPT AS MODIFIED HEREIN. 2.1. ALL MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE CITY. 2.2. ALL SANITARY SEWER TO BE PVC SDR -35, UNLESS NOTED OTHERWISE. 2.2.1. ALL SANITARY SEWER SERVICES TO BUILDING SHALL BE PVC SCH 40 CONFORMING TO ASTM D2665. 2.3. ALL WATERMAIN TO BE DUCTILE IRON - CLASS 52, UNLESS NOTED OTHERWISE. 2.3.1. ALL WATERMAIN TO HAVE 7.5 -FEET OF COVER OVER TOP OF WATERMAIN. 2.3.2. PROVIDE THRUST BLOCKING AND MECHANICAL JOINT RESTRAINTS ON ALL WATERMAIN JOINTS PER CITY STANDARDS. 2.4. ALL STORM SEWER PIPE TO BE SMOOTH INTERIOR DUAL WALL HDPE PIPE WITH WATER TIGHT GASKETS, UNLESS NOTED OTHERWISE. 2.2.1. ALL STORM SEWER PIPE FOR ROOF DRAIN SERVICES TO BUILDING SHALL BE PVC SCH 40 CONFORMING TO ASTM D2665. 2.3. RIP RAP SHALL BE Mn/DOT CLASS 3. 3. COORDINATE ALL BUILDING SERVICE CONNECTION LOCATIONS AND INVERT ELEVATIONS WITH MECHANICAL CONTRACTOR PRIOR TO CONSTRUCTION. 4. ALL BUILDING SERVICE CONNECTIONS (STORM, SANITARY, WATER) WITH FIVE FEET OR LESS COVER ARE TO BE INSULATED FROM BUILDING TO POINT WHERE 5 -FEET OF COVER IS ACHIEVED. 5. CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. 6. SAFETY NOTICE TO CONTRACTORS: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES CONTRACTOR WILL BEOLELY AND COMPLETELY S CO P ETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY 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 CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF CONTRACTOR'S SAFETY MEASURES IN, ON OR NEAR THE CONSTRUCTION SITE. 7. ALL AREAS OUTSIDE THE PROPERTY BOUNDARIES THAT ARE DISTURBED BY UTILITY CONSTRUCTION SHALL BE RESTORED IN KIND. SODDED AREAS SHALL BE RESTORED WITH 61NCHES OF TOPSOIL PLACED BENEATH THE SOD. B. 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. 9. ALL SOILS TESTING SHALL BEC COMPLETED BY AN INDEPENDENT NDEPENDENTSOILS ENGINEER. EXCAVATION FOR THE PURPOSE OF REMOVING UNSTABLE OR UNSUITABLE SOILS SHALL BE COMPLETED AS REQUIRED BY THE SOILS ENGINEER. THE UTILITY BACKFILL CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE SOILS ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOILS TESTS AND SOIL INSPECTIONS WITH THE SOILS ENGINEER. A GEOTECHNICAL ENGINEERING REPORT HAS BEEN COMPLETED BY: COMPANY: AMERICAN ENGINEERING TESTING, INC. ADDRESS: 550 CLEVELAND AVENUE NORTH ST.PAUL, MN 55114 PHONE:651-789-4645 DATED: JULY 26, 2016 CONTRACTOR SHALL OBTAIN A COPY OF THIS SOILS REPORT. 11. CONTRACTOR SHALL SUBMIT 2 COPIES OF SHOP DRAWINGS FOR MANHOLE AND CATCH BASIN STRUCTURES TO CONTRACTOR SHALL ALLOW 5 WORKING DAYS FOR SHOP DRAWING REVIEW. 12. CONTRACTOR AND MATERIAL SUPPLIER SHALL DETERMINE THE MINIMUM DIAMETER REQUIRED FOR EACH STORM SEWER STRUCTURE. 6" P.V.C. BENDS, 1/8 OR 1/16 48 LF - 6" P.V.C. SCH 40 @2.00% 4 CU. FT. CONCRETE SUPPORT REQUIRED SANITARY SEWER RISER N.T.S. SERVICE CONNECTION WYE IN 10 APPROXIMATELY 6.8' O'CLOCK CONTRACTOR TO POSITION VERIFY DEPTH TO EXISTING SANITARY SEWER SEWER MAIN NORTH 0 30 60 SCALE IN FEET 4 S ambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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 underthe laws of the state of Minnesota. ( 5;Z '7a:r4 Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed: ETL DraWn:JEB Approved: ETL Book/ Page:xx/xx Phase: FINAL IDltlal Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title UTILITY PLAN Sheet No. Revision C6901 Project No. 20592 1 NOTE: 1- V Grate Shown 2- VB Grate Shown shall be used at all low points. ZI Face of Curb Direction of Flow J- PLAN Cctchbasin casting and grate Neenah �\ R3067 -`J or equal \ Grate to be 2" below 3" radius curb box. ` gutter grade. 5' transition curb on each side of cotchbasn. PHDPE adjusting recast concrete or rings. � � 7 Top of Curb \ - Varies Minimum of 2-2" 1y2 maximum of 5-2" Varies concrete cdlusm ent ' 24' x 36" rings allowed with 1/4"-�/ _Precast 3' minimum 5 to 1/2" bed of mortar between each and a ' 6" thick concrete collar 3" Grant on the outside. - 6"Min. base Doghouses shall be grouted on both the inside one outside- JECT l ON NOTES: 1. Steps shal be provided in all catch ba in manholes and stormrm 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. affOF STORM SEWER CATCH BASIN ulNnnM 2' X 3' RECTANGULAR REVISED: 2-10 PLATE ND.: ENGINEERING DEPARTMENT 3101 BEE NAME: G:\ENG\SPECS\3101 QROP LID 7.5' Minimum cover required wATLR' 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 Volvo To The Surface Is Greater Than 8'. Grade IOP Tyler Nc, 6860 26" �� Mueller No. H-10361 26" Bibby -Ste -Croix No. VB502 27" EXTENSION Tyler No. 58 14" No. 59 8" WNo, 60 24" Mueller No. 58 14" No. 59 20' Bibby Ste Croix V3520 No. 57 9" VB521 No. 58 14" VB522 No. 59 20" VB523 No 60 26" BOTTOM Tyler Na, 6860 65 .' Mueller No. H-10361 65" Bibby -Ste -Croix No. VB516 60" 60-1 Volvo and Be. to be plastic wrapped per BASE section 203a Ij i Adiust top to 3/4" below grade. Box to be set to provide 12" of adjustment. Tyler No 6866 Mueller No H-10357 Bibby Ste Croix B-5001 Gate valve box, screw type, 3 piece, 5'/4 shaft, size G box 7 6' extended, g6 round base Gate Valve Adapter: 1/4" iSteel With Protective Coating, 1/2" Rubber Gasket Installed Between The Gate Valve And II Gate Valve Adapter. I Mueller or American Flow Control Resiliaot Wedge Valve I, Conforming to AWWA C-515-80 Standards With All Stainless Steel Nuts & Bolts. 18"X18"X8" Concrete Black Q�OF TYPICAL GATE VALVE Comm AND BOX INSTALLATION REVISED: 2-09 ENGINEERING DEPARTMENT PUre NO.: 1006 FILE NAME: G: ENG SPECS 1006 24"x36" slab opening for Neenah 3067-V or equal Distance to i' variable - /2"r-\1, �:Top Bituminous Material / %c r� ape o 3/4 tO� INS a- MAGNETIZED e + � 8618 �- [MnDO1 Concrete Curb and Gutter L=6Distar e to 'E vcr!ahle '� z Top 9I Mater:o U."Thous 1 ��_ .V _ stoup per 11 .1 MnDOI 8612 i Concrete Curb and Gutter] - • I rel 1 I 3" 12" ] NOTE: For Use with Private Driveways, mOnly I Parkc Lots,or Mediu; 28"P i2R 7I 16op Bituminous Material "R CS l� v I 1 \I FJ \ 12" b n 16 be as large as possible11, 17 1/2 1 10 1/2" Surmountable Imo--�I�---- Carcre'e Curb ora Gutter 28' 4, 4' III ---1 1/8"r III u _.: Tote 3 Curb - , - - - 6 shoe Porrnad CITIOF TYPICAL CURB Precast concrete or AND GUTTER REVISED: 3-10 ENGINEERING DEPARTMENT PU E No.: 5203 FlLE NAME: G:\ENC SPECS\5203 HYDRANTS SHALL BE CLOW MEDALLION GR WA-ERG!US VVEF 67 2On ALL HYDRANIS MUST BE APPROVED BY CITY -, 01� yx �� GATE `ALVE. TEE 1/2AR(KK 'x ANG 2 -A`1ES OF .`\ Yn TH ADAPTER r_l YE JE t» MIS ^.urs -RETE B: -CCK A :,Df2ARTS ':ALL HAVE WEEP HOLE h ^•-MUFA 7.5COVER OVER MAIN. I PAINTEDSURFACESCEC �MA1 N S, . a TWO lAR ENTi PERIOD ir.0TE), p SrIbOla 2,09 OF THE Wf LFRMA N I AEI i5. k ANT JSTA LATO H IN JDF t HY A N T MAP rFrt LINT Hfi B R Rr V D VIA U G:. GS MECHANICAL JOINT ft_ST•d q{N T. 6 4L2 1'tDRAM1I 0 BE PLUMB 10 VERTICAL A)CSMAXIMUM ALLOWABLE TO BE 1/2" PER FOOT OF HYDRANT. 7_ HYDRANT TO 8` SEG,ORELv COVERED WITH G.i-.Sr:C WRAP OR EAG m INDi-ATE THAT IT IS OUT OF SERVICE. MTOF T YPICAHYDRANTL REVISED: 3-'4 _ _ `- NO,: 1C.,vt. FILE NAME: 3. \ENG'SPECS'rll 24'x36" slat; opening for Neenah R3067'v or equal �-THE HYDkANT MARKER SHAL BE A SPSNIG MOUNTED Note FIBERGLASS ROD > IN OVERAL NGTH, FOR IOF INS a- MAGNETIZED RED & 4W,i'E REFLE VE MOUNT APPLICAPO! USING T f TRACER 6 x ;SNAKE I APE WRAPPING OVER THE fu_I LENGTH OF Lr PIT' AS NEEDED PER I ROO, IF �j „_TA _s be large enough to, - E8i5 NC OR FUTURE' 555E 95Ctb5G'<-1 HYDRANT' CURB JR oJ.RE, UNE grate grate or equal. VALVE BOX/ E. 16 be as large as possible11, 10/05/16 p!_AN / (24 MIN. i 24' III 3 f 1/2v 3' 2 HYO RANT SLIDE AND Precast concrete or BARREL SHALL BE it ¢ AS REGU.4ILD - PLA C ,M1"'APPEO Iar -1u TPrr i .. 710N 2:.50 ��v, Top of barrel section under top rob !o have flat top edge sealed with P, A �> - -, 01� yx �� GATE `ALVE. TEE 1/2AR(KK 'x ANG 2 -A`1ES OF .`\ Yn TH ADAPTER r_l YE JE t» MIS ^.urs -RETE B: -CCK A :,Df2ARTS ':ALL HAVE WEEP HOLE h ^•-MUFA 7.5COVER OVER MAIN. I PAINTEDSURFACESCEC �MA1 N S, . a TWO lAR ENTi PERIOD ir.0TE), p SrIbOla 2,09 OF THE Wf LFRMA N I AEI i5. k ANT JSTA LATO H IN JDF t HY A N T MAP rFrt LINT Hfi B R Rr V D VIA U G:. GS MECHANICAL JOINT ft_ST•d q{N T. 6 4L2 1'tDRAM1I 0 BE PLUMB 10 VERTICAL A)CSMAXIMUM ALLOWABLE TO BE 1/2" PER FOOT OF HYDRANT. 7_ HYDRANT TO 8` SEG,ORELv COVERED WITH G.i-.Sr:C WRAP OR EAG m INDi-ATE THAT IT IS OUT OF SERVICE. MTOF T YPICAHYDRANTL REVISED: 3-'4 _ _ `- NO,: 1C.,vt. FILE NAME: 3. \ENG'SPECS'rll 24'x36" slat; opening for Neenah R3067'v or equal QPIOF TYPICAL 4' DIAMETER CATCH BASIN MANHOLE REVISED: 2-10 ENGINEERING DEPARTMENT PUre NO 3102 FILE NAME: G: ENG SPECS 3102 IF Compact 1 _ ( Backfill + + + + + + + + . + + + + I + +++ + II. + +� + + 1 Embedment If: ++ Ii�-80.580 + =� Material -1+ + +`// r + + + L 6., 7Ij� IIH i i i i i i i i; Foundation •f Required _41)/ / r. i / / / � r(see Note 1, "Dc" L'enotes outside diarr,eter Of pipe NOTES 1. Is Engin er will be required to determine -he depth of the pipe laureation .rent ma er al if needed. P pe to andution material shelf be ;n accordance MNDOT `149.2H course ti=ter aggregate. .. 7_dan _- 1 s3149.2B sele_f qr nu! r borrow with 1UU- 9 s than 10% passing a NO. 200 sieve. M10F PIPE BEDDING CHEM FOR P.V.C. PIPE REVISED: 2-10 ENGINEERING DEPARTMENT PLATE No.: 2203 FILE NM1E: G: ENG SPECS 2203 OTE: 1- V Grate showr'. 2- VB Grates she!! be used at alt low paints. OUTLET CONTROL STRUCTURE RE=947.80 -------"`-eenah 83067-V casting and grate or equal. PLAN /Minimum o`: 2 maximum of 5 3" Radius concrete adjustment rings with full 6" Conc. collar -_ _� beds of mortar. Preca<_t concrete or d HDPE adjusting rings. 6 ' 6" precast reinforced concrete slob. Varies 12"-16" Top of barrel section below top slob E ? to have flat top edge sealed with a V 2 beads of Beranek or equal. EAll hints in manhole to hove ` Varies '0" ring rubber gaskets. Tvp ;.i I Precast concrete section ° -Manhole steps, Neenah R19R1J or 5" equal, 16" o. c.. Aluminum steps approved. Doghouses shall be grouted on both the outside and inside. m NOTE: m° No block structures are allowed. a r� n l»Minimum slab thickness, 6' for 14 bdepth. Increase thickness 1" for L, each 4' of depth greater than 14'. I and reinforce with 6"x6" 10/10 mesh. rA CFpprT 'jLN Vo drain holes MY r, BASIN MANHOLE 4LNI�LIt WITH SUMP REVISED: 1-10PI NO.: ENGINEERING DEPARTMENT 3104 FILE NAME: G: ENG SPECS 5104 torr ns Tme.Irscnm-u.Frsn 2" M PERVIOUS CONCRETE LAYER 5" 14" SAND FORATED HDPE, SEE SHEET C6.01 FOR MORE DETAIL APPROVED SUBGRADE NOTES: 1. THE PAVEMENT SECTIONS SHALL BE CONSTRUCTED IN ACCORDANCE WITH MNDOT "STANDARD SPECIFICATION FOR CONSTRUCTION", AND ALSO THE REQUIREMENTS OF THE OWNER'S GEOTECHNICAL CONSULTANT. 2. ALL THICKNESSES, AS SPECIFIED, ARE TO BE CONSIDERED MINIMUM DEPTHS, AFTER COMPACTION. PERVIOUS CONCRETE TYPICAL SECTION - N.T.S. Ser ty Plate NO 3107 for riprop placement_ ISOMETRIC NTS E:: 1 All Reinforced Concrete Aprons =hall be furnished & installed Artrcat Trash Gugrd 2- All new Reinforced Concrete Aprons on new pipe shall tied back pipe lengths back frcn-, Gordo 3. All new Reinforced Concrete Aprons on existing pipe .. pipe ori .re -t b the apron. � 'pp�N� REVISED: 2-10 M1�{O�yF`!� FLARED END SECTION VLIY.I�' ENGINEERING DEPARTMENTPUTE NO.: 3108 FILE NAME: G: ENG SPECS 3108 NOTE. D.A. Note 24" may vary as long cO pour 1- V Grate shown against firm undisturbed 'F.- 2- VB Crates shall be used at all low - IF �j pantsNeen. be large enough to, - JEB 83067 V casting and 09/14/16 than 45'. grate grate or equal. 3. 0 mens on A1,A2 A3 should 1 16 be as large as possible11, 10/05/16 p!_AN / Mnimu. of 2 maximum of 5-2" MJ bolts 24' concrete adjustment rings with full 3 f beds of mortar. cc -trete & pipe. Precast concrete or be restamed A h Mey'aivas HOPE cpsting rings. �1 -��--- - - --- 6 pr -cost reinforced concrete s..::. 1r Top of barrel section under top rob !o have flat top edge sealed with A boot: of Ramnek or equal. [I All jot _s in manhole to have c _4 "0 Firm rubber gaskets. Precas oncrete section ° EC. NOTES 5" - 1. Oocr3uses sho.l be grouted on both the outside and inside, 2. No Jack stru 'tures are allowedIF . _ M onhcl. steps. Neenon R1981J or equal'C o. c., Aluminum steps appor_1 � r�o -�j 6„ Qc - �j�� th"Ibr r sob thickness, 6" for 14' • depth. Increase thickness I" for each 4' of depth greater than 14', end renforce with 6"x6" 10/10 mesh. \_v.`aut ojt am of manhole to 1/2 $LCTvN dome -,--.r of pipe and slope grout _ [aware Invert. QPIOF TYPICAL 4' DIAMETER CATCH BASIN MANHOLE REVISED: 2-10 ENGINEERING DEPARTMENT PUre NO 3102 FILE NAME: G: ENG SPECS 3102 IF Compact 1 _ ( Backfill + + + + + + + + . + + + + I + +++ + II. + +� + + 1 Embedment If: ++ Ii�-80.580 + =� Material -1+ + +`// r + + + L 6., 7Ij� IIH i i i i i i i i; Foundation •f Required _41)/ / r. i / / / � r(see Note 1, "Dc" L'enotes outside diarr,eter Of pipe NOTES 1. Is Engin er will be required to determine -he depth of the pipe laureation .rent ma er al if needed. P pe to andution material shelf be ;n accordance MNDOT `149.2H course ti=ter aggregate. .. 7_dan _- 1 s3149.2B sele_f qr nu! r borrow with 1UU- 9 s than 10% passing a NO. 200 sieve. M10F PIPE BEDDING CHEM FOR P.V.C. PIPE REVISED: 2-10 ENGINEERING DEPARTMENT PLATE No.: 2203 FILE NM1E: G: ENG SPECS 2203 OTE: 1- V Grate showr'. 2- VB Grates she!! be used at alt low paints. OUTLET CONTROL STRUCTURE RE=947.80 -------"`-eenah 83067-V casting and grate or equal. PLAN /Minimum o`: 2 maximum of 5 3" Radius concrete adjustment rings with full 6" Conc. collar -_ _� beds of mortar. Preca<_t concrete or d HDPE adjusting rings. 6 ' 6" precast reinforced concrete slob. Varies 12"-16" Top of barrel section below top slob E ? to have flat top edge sealed with a V 2 beads of Beranek or equal. EAll hints in manhole to hove ` Varies '0" ring rubber gaskets. Tvp ;.i I Precast concrete section ° -Manhole steps, Neenah R19R1J or 5" equal, 16" o. c.. Aluminum steps approved. Doghouses shall be grouted on both the outside and inside. m NOTE: m° No block structures are allowed. a r� n l»Minimum slab thickness, 6' for 14 bdepth. Increase thickness 1" for L, each 4' of depth greater than 14'. I and reinforce with 6"x6" 10/10 mesh. rA CFpprT 'jLN Vo drain holes MY r, BASIN MANHOLE 4LNI�LIt WITH SUMP REVISED: 1-10PI NO.: ENGINEERING DEPARTMENT 3104 FILE NAME: G: ENG SPECS 5104 torr ns Tme.Irscnm-u.Frsn 2" M PERVIOUS CONCRETE LAYER 5" 14" SAND FORATED HDPE, SEE SHEET C6.01 FOR MORE DETAIL APPROVED SUBGRADE NOTES: 1. THE PAVEMENT SECTIONS SHALL BE CONSTRUCTED IN ACCORDANCE WITH MNDOT "STANDARD SPECIFICATION FOR CONSTRUCTION", AND ALSO THE REQUIREMENTS OF THE OWNER'S GEOTECHNICAL CONSULTANT. 2. ALL THICKNESSES, AS SPECIFIED, ARE TO BE CONSIDERED MINIMUM DEPTHS, AFTER COMPACTION. PERVIOUS CONCRETE TYPICAL SECTION - N.T.S. Ser ty Plate NO 3107 for riprop placement_ ISOMETRIC NTS E:: 1 All Reinforced Concrete Aprons =hall be furnished & installed Artrcat Trash Gugrd 2- All new Reinforced Concrete Aprons on new pipe shall tied back pipe lengths back frcn-, Gordo 3. All new Reinforced Concrete Aprons on existing pipe .. pipe ori .re -t b the apron. � 'pp�N� REVISED: 2-10 M1�{O�yF`!� FLARED END SECTION VLIY.I�' ENGINEERING DEPARTMENTPUTE NO.: 3108 FILE NAME: G: ENG SPECS 3108 NOTE. D.A. 1. Shope of back of buttress 24" may vary as long cO pour _ against firm undisturbed 'F.- earth. - 2. Dimension C1.,7C3 should 6'• be large enough to, - JEB ample Q equal to or larger 09/14/16 than 45'. 12` 3. 0 mens on A1,A2 A3 should 1 16 be as large as possible11, 10/05/16 without interfering with CITY COMMENTS MJ bolts 24' 4. 4 Minimum. 3 5- Place polyethylene between cc -trete & pipe. -. AI bend & Fittings shell be restamed A h Mey'aivas Thr,st restrzirits or eq/nal B Se .-.ate 4 ?LAN 90' BENDS Variable CONCRETE SHALL '.N � ON TACT AlTH THIS QUADPANT Or IFS BUTTRESS DIMENSIONS 22 1/2' BEND 45' BEND 90 L I B1 C1 92 D E 7 � t 3 -J 6 -o � 6 < 9 c 3E DING ^IRE SECTION A -A PLAN 45" BENDS s - SEe P'_AN 2" 1/2• BENDS MI OF CONCRETE mum THRUST �DM1�1�11 BLOCKING REVISED: 2-08 ENGINEERING DEPARTMENT Pure No.: 1002 FILE NAME: G. ENG SPECS 1002 PLAN 3AP ffi(2UIR MENTS NTS D.A. RIPRAP REQUIRED 24" 8 to 12 CY CL ' 3" `4 to 20 CY CL -3 J 48" 23 to 38 CY CL.3 ND UP 62 CY and up CL4 _Ubic yard is epproxlmo-,ely 2,800 !tis.) RIPRAP NOTE GRANULAR FILTER RECULP UNDER RIP RAP AND 2 LAYERS OF 50OX MIF 4'I FABRIC OR EQUAL ;Iter (MNDOT 3601.28) JLI, I IIJIN H - Filter Type III NTS RIPRAP `'----- Granular Filler (MNDOT 3601.28) - _- INJN =.g Gectextile Fitter Type It -NTS MIOF RIP RAP CHEM -7 DETAIL REVISED: 2-10 TMPLATE NO.: ENGINEERING DEPARENT 3107 FILE NAME: G: ENG SPECS 310J 4" WEIR WALL 15" HDPE INLET PIPE BASIN BOTTOM=945.00 IE=945.00 TOP=947.73 SEED BOTTOM OF INFILTRATION BASIN WITH MIN DOT SEED MIX 33-361 @ 35 LB/ACRE MAX SIDE SLOPE 3:1 15" ORIFICE I E=946.20 2.5" ORIFICE IE=945.20 / OUTLET PIPE . It ',I IE=943.74 ARIABLEWIDTHSEEGRADINGPLAN - 0.65' TO 1.25' 8" WASHED SAND LAYER 15" HDPE OUTLET PIPE 4" PERFORATED HDPE PIPE W/ SOCK. 4" PERFORATED HDPE PIPES (MN/DOT SPEC. 3278) DRAINTILE OUTLET TO OCS 3/8" OPENINGS IE=943.75 SCARIFY BASIN BOTTOM TO A MINIMUM OF 12" DEPTH PRIOR TO PLACEMENT OF WASHED SAND LAYER. LEVEL POND BOTTOM FOLLOWING SCARIFICATION. INFILTRATION BASIN AND OCS N.T.S. WETLAND BUFFER MONUMENT DETAIL BASIN TO BE MEDIA TO BE MPCA MEDIA MIX A MIX A: WATER QUALITY BLEND A WELL BLENDED, HOMOGENOUS MIXTURE OF • 60 TO 70 PERCENT CONSTRUCTION SAND; • 15 TO 25 PERCENT TOP SOIL; AND • 15 TO 25 PERCENT ORGANIC MATTER. SAND: PROVIDE CLEAN CONSTRUCTION SAND, FREE OF DELETERIOUS MATERIALS. AASHTO M-6 OR ASTM C-33 WASHED SAND. TOP SOIL: SANDY LOAM, LOAMY SAND, OR LOAM TEXTURE PER USDA TEXTURAL TRIANGLE WITH LESS THAN 5 PERCENT CLAY CONTENT ORGANIC MATTER: MNDOT GRADE 2 COMPOST (SEE SPECIFICATION 3890, PAGE 685) IS RECOMMENDED. sambatek www,sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN 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. �A Eric T. Luth Registration No. 50475 Date: 07/01/2016 If applicable, contact us for a wet signed copy of this plan which is available upon request at Sambatek's, Minnetonka, MN office. Summary Designed:ETL Drawn:JEB Approved:ETL Book/ Page:xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title DETAIL SHEET Sheet No. Revision C9.01 Project No. 20592 e- i�j '`�j �• ..��/(rc �y qty. \\ �f y 'A 4 C a \ ''Ill k r \ v F r i \ ✓ �: '� :T- %i ' -{. /"�• ` y k� 'ti f'`v'�, j. ..✓'7- Y1� .Hs I �, I q - r H >' 3 s ij1 ICE- ..� J r Rai Al Eli I I . a x r_ i, PLANT SCHEDULE TREES CODE BOTANICAL NAME / COMMON NAME CONT CAL QTY 0 HL Gleditsia triacanthos 'Skyline' / Skyline Honey Locust B & B 3" 4 0 s0 Quercus bicolor I Swamp White Oak B & B 3" 2 0 TR -M Transplanted Maple Existing CITY COMMENTS 4 0 PE Ulmus americana •Princeton' /American Elm B & B 3" 3 ORN. TREES CODE BOTANICAL NAME / COMMON NAME CONT CAL QTY 0 SB Amelanchier canadensis 'Autumn Brilliance I Autumn Brilliance Serviceberry B & B 2"Cal 5 (D SS Malus x'Spring Snow'/ Spring Snow Crab Apple B & B 2"Cal 3 SHRUBS CODE BOTANICAL NAME / COMMON NAME CONT QTY GL Rhus aromatica 'Gro -Low' / Gro -Low Fragrant Sumac 5 gal 20 AC Ribes alpinum / Alpine Currant 5 gal 26 GROUND COVERS CODE BOTANICAL NAME / COMMON NAME QTY TUR MN2 Turf Seed MN 25-131 /Low Maintenance Turf 12,338 sf TUR MN Turf Seed MN 33-361 / Stormwater Basin Seed Mix 10,097 sf TUR HIG Turf Sod Highland Sod / Sod 10,577 sf 2 ST 3-4A 2 A I 95 j 95. 3. I�f�2 - OPOSED BUILDING EXPANSION _ I 26,962 S.F. j Ln FFE = 953.00 -I 1 i STB 3At�. Ortm 7016-12 i7nm-Jser.--S77 L\PRO. ST 8— 1A ST 8-2A t I 954 0 52.8 /�z —LANDSCAPE LEGEND Ol J" DRESSER TRAP ROCK O2 TRANSPLANT EXISTING TREE (SEE PLAN) O3 REMOVED 14" OAK OCONSULT CERTIFIED ARBORIST. TREAT TREE WITH CAMBISTAT. EMPLOY RECOMMENDED PROTECTION MEASURES SUCH AS VERTICAL MULCHING IF NECESSARY OS TREE PROTECTION FENCE PER DETAIL ON L2.01 — CITY LANDSCAPE CODE TREES REMOVED DURING CONSTRUCTION ARE REQUIRED TO BE REPLACED ATA RATE OF 2 CALIPER INCHES PER 1 INCH REMOVED, REPLACEMENT TREES MUST AVERAGE 2.5" IN DIAMETER. 1- 14" OAK REMOVED. 28" OF REPLACEMENT REQUIRED. 43 CALIPER INCHES PROVIDED AVERAGE TREE CALIPER 2.53" CANOPY AREA CALCULATIONS PROPOSED CANOPY REMOVAL= 2,178 SQ. FT. PROPOSED CANOPY REPLACEMENT= 18,513 SQ. FT. * THE PROPOSED LANDSCAPE SIGNIFICANTLY INCREASES THE CANOPY COVERAGE OF THE AREA WHEN COMPARED TO THE EXISTING CONDITION. NORTH 0 20 40 low SCALE IN FEET Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile Engineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN Certification I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Licensed LANDSCAPE ARCHITECT under the laws of the State of Minnesota.— A Joshull McKinney Registration No. 53234 Date: 07/01/2016 This certification is not valid unless wet signed in blue ink. If applicable, contact us for a wet signed copy of this survey which is available upon request at Sambatek, Minnetonka, MN office. Summary Designed: ETL Drawn:JEB Approved: ETL Book/ Page:xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title LANDSCAPE PLAN Sheet No. Revision Lle0l Project No. 20592 'il'-'n=', it-•;•gs ao�'• ••°:y rte•;. r r TLJ'-`"Qynro'k - -i1=1. nl= r •. r •r• NOTE: CONTRACTOR SHALL MAINTAIN TREES IN A PLUMB POSITION THROUGHOUT THE WARRANTY PERIOD. IF STAKING IS REQUIRED BY SITE CONDITIONS, CONTRACTOR TO USE 2 OR 3 STAKE METHOD WITH 1" WEBBING AROUND TRUNK OF THREE (NO WIRE OR CABLING TO BE USED) WRAP TREE TRUNKS ONLY UPON APPROVAL BY LANDSCAPE ARCHITECT PROVIDE & INSTALL RODENT PROTECTION 1/2" HARDWARE CLOTH, MESH CYLINDER, 8" DIA OR GREATER X 36" HT.. STAKE IN PLACE INSTALL TREE WITH ROOT FLARE VISIBLE AT TOP OF THE ROOT BALL. REMOVE SOIL IN LEVEL MANNER FROM TOP OF ROOT BALL TO EXPOSE 1ST 1/2" OR LARGER MAIN ORDER ROOT IF NEEDED. SET ROOT BALL WITH MAIN ORDER ROOT 1" ABOVE ADJACENT GRADE. DO NOT COVER TOP OF ROOT BALL WITH SOIL. PLACE NO MULCH IN CONTACT WITH TREE TRUNK REMOVE BURLAP, TWINE, ROPE AND WARE FROM TOP HALF OF ROOT BALL BUILD 4" HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL EDGE CONDITION VARIES PLACE ROOT BALL ON UNDISTURBED OR COMPACTED SOIL SCARIFY SIDES OF TREE PIT WITH SPADE BY HAND TO BIND WITH PREPARED SOIL PLANTING SOIL, REFER TO SPECIFICATIONS, COMPACT TO 85% OF MAX. DRY UNIT WEIGHT ACCORDING TO ASTM D 698 -- TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT TREE PLANTING DETAIL INSTALL 2" LAYER OF MULCH, DO NOT PLACE IN CONTACT W/ SHRUB STEM APPLY PRE -EMERGENT HERBICIDE EDGE CONDITION VARIES Oct05.2016- DGER, REFER TO PLAN AND SPECIFICATION LOOSEN ROOTS OF CONTAINER GROWN PLANTS EXCAVATE PLANT BED MIN. 4" DEEPER THAN ROOT BALL HT. SCARIFY SIDES AND BOTTOM OF PLANTING BED WITH SPADE UNDISTURBED SUBGRADE SHRUB PLANTING DETAIL NTS NTS PREPARE SOIL FOR NOTE: REFER TO EXTERIOR PLANTING SPECIFICATION INSTALL 1" LAYER OF SHREDDED HARDWOOD MULCH OR 2" LAYER OF FINELY SHREDDED HARDWOOD MULCH. DO NOT PLACE IN CONTACT WITH PLANT EDGE CONDITION VARIES EDGER, REFER TO PLAN AND SPECIFICATION LOOSEN ROOTS OF CONTAINER GROWN PLANTS PLANTING SOIL SCARIFY SIDES AND BOTTOM OF PLANTING BED WITH SPADE UNDISTURBED SUBGRADE PERENNIAL PLANTING DETAIL 8.5" x 11" sign laminated in plastic spaced every 50' along the fence. PARKING LOT ISLAND DETAIL )R PLACEMENT ANTING DETAIL EE LANDSCAPE PLAN RAIN H 1" BELOW CURB S5 SUBGRADE Crown drip line or other limit of Tree Protection area. See tree preservation plan for fence alignment. TREE PROTECTION 1/4" = V-0" SECTION VIEW NTS NTS Notes: 1- See specifications for additional tree protection requirements. 2- If there is no existing irrigation, see specifications for watering requirements. 3- No pruning shall be performed except by approved arborist. 4- No equipment shall operate inside the protective fencing including during fence installation and removal. 5- See site preparation plan for any modifications with the Tree Protection area. Tree Protection fence: High density polyethylene fencing with 3.5" x 1.5" openings; Color - orange. Steel posts installed at 8' D.C. 2" x 6' steel posts or approved equal. 5" thick layer of mulch. Maintain existing grade with the tree protection fence unless otherwise indicated on the plans. URBAN TREE FOUNDATION C 2014 OPEN SOURCE FREE TO USE FX-PL-FX-TRMT-02 -NOTES GENERAL NOTES: 1. THE CONTRACTOR SHALL INSPECT THE SITE AND BECOME FAMILIAR WITH THE EXISTING CONDITIONS RELATING TO THE NATURE AND SCOPE OF THE WORK. 2. THE CONTRACTOR SHALL VERIFY PLAN LAYOUT AND BRING TO THE ATTENTION OF THE LANDSCAPE ARCHITECT DISCREPANCIES WHICH MAY COMPROMISE THE DESIGN OR INTENT OF THE LAYOUT. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE CODES, REGULATIONS, AND PERMITS GOVERNING THE WORK. 4. THE CONTRACTOR SHALL PROTECT EXISTING ROADS, CURBS/GUTTERS, TRAILS, TREES, LAWNS AND SITE ELEMENTS DURING CONSTRUCTION. DAMAGE TO SAME SHALL BE REPAIRED AND/OR REPLACED AT NO ADDITIONAL COST TO THE OWNER. 5. LOCATE AND VERIFY ALL UTILITIES, INCLUDING IRRIGATION LINES, WITH THE OWNER FOR PROPRIETARY UTILITIES AND GOPHER STATE ONE CALL 48 HOURS BEFORE DIGGING. CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ANY DAMAGES TO SAME. NOTIFY THE LANDSCAPE ARCHITECT OF ANY CONFLICTS TO FACILITATE PLANT RELOCATION. 6. THE LANDSCAPE CONTRACTOR SHALL COORDINATE THE PHASES OF CONSTRUCTION AND 7. THE CONTRACTOR SHALL REVIEW THE SITE FOR DEFICIENCIES IN SITE CONDITIONS WHICH MIGHT NEGATIVELY AFFECT PLANT ESTABLISHMENT, SURVIVAL OR WARRANTY. UNDESIRABLE SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE ARCHITECT PRIOR TO BEGINNING OF WORK. 8. THE PLAN TAKES PRECEDENCE OVER THE LANDSCAPE LEGEND IF DISCREPANCIES EXIST. QUANTITIES SHOWN IN THE PLANTING SCHEDULE ARE FOR THE CONTRACTOR'S CONVENIENCE. CONTRACTOR TO VERIFY QUANTITIES SHOWN ON THE PLAN. 9. THE SPECIFICATIONS TAKE PRECEDENCE OVER THE PLANTING NOTES AND GENERAL NOTES. 10. EXISTING TREES AND SHRUBS TO REMAIN SHALL BE PROTECTED TO THE DRIP LINE FROM ALL CONSTRUCTION TRAFFIC, STORAGE OF MATERIALS ETC. WITH 4' HT. ORANGE PLASTIC SAFETY FENCING ADEQUATELY SUPPORTED BY STEEL FENCE POSTS 6' O.C. MAXIMUM SPACING. 11. LONG-TERM STORAGE OF MATERIALS OR SUPPLIES ON-SITE WILL NOT BE ALLOWED. 12. CONTRACTOR SHALL REQUEST IN WRITING, A FINAL ACCEPTANCE INSPECTION. PLANTING NOTES: 1. NO PLANTS SHALL BE INSTALLED UNTIL FINAL GRADING AND CONSTRUCTION HAS BEEN COMPLETED IN THE IMMEDIATE AREA. 2. A GRANULAR PRE -EMERGENT HERBICIDE SHALL BE APPLIED TO ALL PLANT BEDS AT THE MANUFACTURERS RECOMMENDED RATE PRIOR TO PLANT INSTALLATION. 3. ALL PLANTING STOCK SHALL CONFORM TO THE "AMERICAN STANDARD FOR NURSERY STOCK," ANSI -Z60, LATEST EDITION, OF THE AMERICAN ASSOCIATION OF NURSERYMEN, INC. AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIALS. 4. OVERSTORY TREES SHALL BEGIN BRANCHING NO LOWER THAN 6' ABOVE PAVED SURFACES. 5. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE AND BE CONTAINER GROWN OR BALLED AND BURLAPPED AS INDICATED IN THE LANDSCAPE LEGEND. 6. PLANT MATERIALS TO BE INSTALLED PER PLANTING DETAILS. 7. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND MEET ALL REQUIREMENTS SPECIFIED. 8. THE LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS WHICH ARE DEEMED UNSATISFACTORY BEFORE, DURING, OR AFTER INSTALLATION. 9. NO SUBSTITUTIONS OF PLANT MATERIAL SHALL BE ACCEPTED UNLESS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. 10. ALL PLANT MATERIAL QUANTITIES, SHAPES OF BEDS AND LOCATIONS SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF ALL PLANTING BEDS AT SPACING SHOWN AND ADJUSTED TO CONFORM TO THE EXACT CONDITIONS OF THE SITE. THE LANDSCAPE ARCHITECT SHALL APPROVE THE STAKING LOCATION OF ALL PLANT MATERIALS PRIOR TO INSTALLATION. 11. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS SPECIFIED. 12. MULCH: SHREDDED HARDWOOD MULCH, CLEAN AND FREE OF NOXIOUS WEEDS OR OTHER DELETERIOUS MATERIAL, IN ALL MASS PLANTING BEDS AND FOR TREES, UNLESS INDICATED AS ROCK MULCH ON DRAWINGS. SUBMIT SAMPLE TO LANDSCAPE ARCHITECT PRIOR TO DELIVERY ON-SITE FOR APPROVAL. DELIVER MULCH ON DAY OF INSTALLATION. USE 4" FOR SHRUB BEDS, AND 3" FOR PERENNIAL/GROUND COVER BEDS, UNLESS OTHERWISE DIRECTED. 13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MULCHES AND PLANTING SOIL QUANTITIES TO COMPLETE THE WORK SHOWN ON THE PLAN. 14. USE ANTI -DESICCANT (WILTPRUF OR APPROVED EQUAL) ON DECIDUOUS PLANTS MOVED IN LEAF AND FOR EVERGREENS MOVED ANYTIME. APPLY AS PER MANUFACTURER'S INSTRUCTION. ALL EVERGREENS SHALL BE SPRAYED IN THE LATE FALL FOR WINTER PROTECTION DURING WARRANTY PERIOD. 14. PLANTING SOIL FOR TREES, SHRUBS AND GROUND COVERS: FERTILE FRIABLE LOAM CONTAINING A LIBERAL AMOUNT (4% MIN.) OF HUMUS AND CAPABLE OF SUSTAINING VIGOROUS PLANT GROWTH. IT SHALL COMPLY WITH MNDOT SPECIFICATION 3877 TYPE B SELECT TOPSOIL. MIXTURE SHALL BE FREE FROM HARDPACK SUBSOIL, STONES, CHEMICALS, NOXIOUS WEEDS, ETC, SOIL MIXTURE SHALL HAVE A PH BETWEEN 6.1 AND 7.5 AND 10-0-10 FERTILIZER AT THE RATE OF 3 POUNDS PER CUBIC YARD. IN PLANTING BEDS INCORPORATE THIS MIXTURE THROUGHOUT THE ENTIRE BED IN A 6" LAYER AND ROTO -TILLING IT INTO THE TOP 12" OF SOIL AT A 1:1 RATIO.ANY PLANT STOCK NOT PLANTED ON DAY OF DELIVERY SHALL BE HEELED IN AND WATERED UNTIL INSTALLATION. PLANTS NOT MAINTAINED IN THIS MANNER WILL BE REJECTED. 15. ALL PLANTS SHALL BE GUARANTEED FOR TWO COMPLETE GROWING SEASONS (APRIL 1 - NOVEMBER 1), UNLESS OTHERWISE SPECIFIED. THE GUARANTEE SHALL COVER THE FULL COST OF REPLACEMENT INCLUDING LABOR AND PLANTS. 16. CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AT LEAST 3 DAYS PRIOR TO PLANNED DELIVERY. THE CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AT LEAST 24 HOURS IN ADVANCE OF BEGINNING PLANT INSTALLATION. 17. SEASONS/TIME OF PLANTING AND SEEDING: NOTE: THE CONTRACTOR MAY ELECT TO PLANT IN OFF-SEASONS ENTIRELY AT HIS/HER RISK. DECIDUOUS 17.1. POTTED PLANTS: 4/1- 6/1; 9/21-11/1 17.2. DECIDUOUS /B&B: 4/1- 6/1; 9/21-11/1 17.3. EVERGREEN POTTED PLANTS: 4/1- 6/1; 9/21-11/1 17.4. EVERGREEN B&B: 4/1- 5/1; 9/21-11/1 17.5. TURF/LAWN SEEDING: 4/1- 6/1; 7/20 - 9/20 18. MAINTENANCE SHALL BEGIN IMMEDIATELY AFTER EACH PORTION OF THE WORK IS IN PLACE. PLANT MATERIAL SHALL BE PROTECTED AND MAINTAINED UNTIL THE INSTALLATION OF THE PLANTS IS COMPLETE, INSPECTION HAS BEEN MADE, AND PLANTINGS ARE ACCEPTED EXCLUSIVE OF THE GUARANTEE. MAINTENANCE SHALL INCLUDE WATERING, CULTIVATING, MULCHING, REMOVAL OF DEAD MATERIALS, RE -SETTING PLANTS TO PROPER GRADE AND KEEPING PLANTS IN A PLUMB POSITION. AFTER ACCEPTANCE, THE OWNER SHALL ASSUME MAINTENANCE RESPONSIBILITIES. HOWEVER, THE CONTRACTOR SHALL CONTINUE TO BE RESPONSIBLE FOR KEEPING THE TREES PLUMB THROUGHOUT THE GUARANTEE PERIOD. 19. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL LANDSCAPE LEGEND SPECIFICATIONS. 20. WATERING: MAINTAIN A WATERING SCHEDULE WHICH WILL THOROUGHLY WATER ALL PLANTS ONCE A WEEK. IN EXTREMELY HOT, DRY WEATHER, WATER MORE OFTEN AS REQUIRED BY INDICATIONS OF HEAT STRESS SUCH AS WILTING LEAVES. CHECK MOISTURE UNDER MULCH PRIOR TO WATERING TO DETERMINE NEED. CONTRACTOR SHALL MAKE THE NECESSARY ARRANGEMENTS FOR WATER. TURF NOTES: TURF ESTABLISHMENT SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE PROVISIONS OF THE MN/DOT 2105 AND 2575 EXCEPT AS MODIFIED BELOW: 1. ALL AREAS TO RECEIVE SOD SHALL ALSO RECEIVE 6" OF TOPSOIL PRIOR TO INSTALLING SOD. TOPSOIL SHALL BE FREE OF TREE ROOTS, STUMPS, BUILDING MATERIAL, AND TRASH, AND SHALL BE FREE OF STONES LARGER THAN 1 #' INCHES IN ANY DIMENSION. 2. WHERE SOD ABUTS PAVED SURFACES, FINISHED GRADE OF SOD/SEED SHALL BE HELD V. BELOW SURFACE ELEVATION OF TRAIL, SLAB, CURB, ETC. 3. SOD SHALL BE LAID PARALLEL TO THE CONTOURS AND SHALL HAVE STAGGERED JOINTS. ON SLOPES STEEPER THAN 3:1 OR IN DRAINAGE SWALES, SOD SHALL BE STAKED SECURELY. 4. ALL DISTURBED AREAS TO BE TURF SEEDED, ARE TO RECEIVE 6" TOP SOIL, SEED, MULCH, AND WATER UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. FOR SLOPES STEEPER THAN 3:1 OR IN DRAINAGE SWALES INSTALL EROSION CONTROL BLANKET. 5. ALL DISTURBED AREAS TO RECEIVE NATIVE SEED, ARE TO RECEIVE PLANTING SOIL, SEED, MULCH, AND WATER UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. FOR SLOPES STEEPER THAN 3:1 OR IN DRAINAGE SWALES INSTALL EROSION CONTROL BLANKET. IRRIGATION NOTES: 1. IRRIGATION SYSTEM TO BE DESIGN/BUILD. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR APPROVAL OF SYSTEM LAYOUT PRIOR TO INSTALLATION. 2. ALL SOD TO RECEIVE SPRAY OR ROTOR IRRIGATION HEADS WITH MINIMUM DESIGN OF 1" IRRIGATION PER WEEK. 3. ALL PLANT BEDS TO RECEIVE DRIP LINE IRRIGATION, WITH A MINIMUM DESIGN OF .25" IRRIGATION PER WEEK. 4. CONTRACTOR TO INSTALL A TOTAL OF 4 QUICK COUPLERS AT THE CORNERS OF THE PROPERTY. A 2.5" TYPE K SOURCE PIPE IS PROVIDED BY MECHANICAL. Sambatek www.sambatek.com 12800 Whitewater Drive, Suite 300 Minnetonka, MN 55343 763.476.6010 telephone 763.476.8532 facsimile ngineering I Surveying I Planning I Environmental Client EDEN TRACE CORPORATION 8821 SUNSET TRAIL CHANHASSEN, MN 55317 Project IDI DISTRIBUTION BUILDING EXPANSION Location CHANHASSEN, MN Certification I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Licensed LANDSCAPE ARCHITECT under the laws of the State of Minnesota. Joshu J. McKinney Registration No. 53234 Date: 07/01/2016 This Certification is not valid unless wet signed in blue ink. If applicable, contact us for a wet signed copy of this survey which is available upon request at Sambatek, Minnetonka, MN office. Summary Designed: ETL Drawn:JEB Approved: ETL Book/ Page:xx/xx Phase: FINAL Initial Issued: 07/01/2016 Revision History No. Date By Submittal / Revision 07/14/16 JEB EARLY GRADING PERMIT 07/18/16 JEB WATERSHED PERMIT 08/09/16 JEB BUILDING PERMIT 08/10/16 JEB WATERSHED COMMENTS 08/25/16 JEB ADD SANITARY SEWER 09/14/16 JEB WATERSHED COMMENTS 09/23/16 JEB WATERSHED COMMENTS 10/05/16 JEB CITY COMMENTS Sheet Title LANDSCAPE DETAILS Sheet No. Revision L2.01 Project No. 20592 CITY OF CHANHASSEN P 0 BOX 147 CHANHASSEN MN 55317 10/19/2016 3:43 PM Receipt No. 00329736 CLERK: AshleyM PAYEE: Equitable Holding Co, LLC 8303 Audubon Road Chanhassen MN 55317 - Planning Case 2016-18 ------------------------------------------------------- Park Fees 33,125.00 Swamp Fees 23,500.69 Arterial Collector Fees 7,416.00 Total Cash Check 1474 Change 64,041.69 0.00 64,041.69 0.00 1474 COMMUNITY BANK EQUITABLE HOLDING CO. LLC cHASKA -CHANHASSEN 4-919- r 7s-no4-s1s 8303 AUDUBON RD. CHANHASSEN, MN 55317 (952) 279-6400 DATE AMOUNT t 10/19/2016 $64,041.69 € PAY Sixty Four Thousand Forty One Dollars And 69 Cents TO THE L ORDER OFCITY OF CHANHASSEN AUMORIZEa SIGNANRE 9'OOi47411' I:09i9i7047I: 351247211' EQUITABLE HOLDING CO., LLC 1474 lvVNNWND I INAM, NAMEment r CITY001 CITY OF CHANHASSEN 1006679 1 110/192016 11474 WKWUVINININORWHO UR VOMWER NUM 9 ER DATE o6nWOUNT IDDBQQUUht I WRITE-0 PERMITTING 10/19/2016 $64041.69 $64,041.69 $0.00 $64,041.69 $64041.69 $64,041.69 $0.00 $64,041.69 COMMENT Chan Parmiriing Process EDEN TRACE CORP City of Chanhassen Development Fees 06/27/16 Eden Trace 1,744.00 14714 1,744.00 CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 06/27/2016 3:32 PM Receipt No. 00319542 CLERK: AshleyM PAYEE: Eden Trace Corp 8821 Sunset Trail Chanhassen MN 55317- 8303 Audubon Road Planning Case 2016-18 ------------------------------------------------------- Lot Consolidation 150.00 Sign Rent 200.00 Recording Fees 100.00 Site Plan Review 769.00 Vacation 300.00 GIS List 225.00 Total Cash Check 14714 Change 1,744.00 0.00 1,744.00 0.00 COMMUNITY DEVELOPMENT DEPARTMENT Planning Division — 7700 Market Boulevard CITY OF SEN Mailing Address — P.O. Box 147, Chanhassen, MN 55317 Phone: (952) 227-1130 I Fax: (952) 227-1110 AGENCY REVIEW REQUEST LAND DEVELOPMENT PROPOSAL Please review and respond no later than the review response deachne Agency Review Request Date: Agency Review Response Deadline: Date Application Filed: June 20, 2016 July 7, 2016 June 17, 2016 Contact: Contact Phone: Contact Email: Robert Generous, AICP 952-227-1131 bgenerous@ci.chanhassen.mn.us Senior Planner Planning Commission Date: City Council Date: 60-Day Review Period Deadline: July 19, 2016 at 7:00 p.m. July 25, 2016 at 7:00 p.m. Au ust 16, 2016 Application: Site Plan Review for a 26,962 square foot building expansion for property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Applicant: Eden Trace Cor Owner: Equitable HoldingCo. LLC. PlanningCase: 2016-18 Web Pa �=..—www.ci.chanhassen.mn.us/2016-18 In order for staff 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. Your cooperation and assistance is greatly appreciated. City Departments: Federal Agencies: Adjacent Cities: ❑ Attorney ❑ Army Corps of Engineers ❑ Chaska ® Building Official ❑ US Fish & Wildlife ❑ Eden Prairie ® Engineer ❑ Jackson Township ® Fire Marshal Watershed Districts: ❑ Minnetonka ® Forester E] Shorewood ® Park Director ❑Carver County E] Victoria ® Water Resources ❑ Lower Riverr El Minnehaha Creek El Law Enforcement Adjacent Counties: ® Riley-Purgatory-Bluff Creek Carver County Agencies: ❑ Hennepin Utilities: ❑ Scott ❑ Community Development ® Cable TV — Mediacom ❑ Engineer School Districts: El Environmental Services ❑ Electric — Minnesota Valley ® Electric Xcel Energy ❑ Eastern Carver County 112 [:1 Historical Society El Parks ❑ Magellan Pipeline ❑ Minnetonka 276 El &Water Conservation District ® Natural Gas — CenterPoint Energy ® Phone — CenturyLink Other Agencies: State Agencies: ❑ Hennepin County Regional Railroad ® Board of Water & Soil Resources Authority ElMN Landscape Arboretum ❑ Health El Society El SouthWest Transit El Natural Resources-Forestry ®TC&W Railroad ❑ Natural Resources-Hydrology ❑ Pollution Control ❑ Transportation COMMUNITY DEVELOPMENT DEPARTMENT Planning Division — 7700 Market Boulevard Mailing Address — P.O. Box 147, Chanhassen, MN 55317 Phone: (952) 227-1130 / Fax: (952) 227-1110 AGENCY REVIEW REQUEST LAND DEVELOPMENT PROPOSAL CITY OF CHANBASSEN Please review and respond no later than the review response deadline Agency Review Request Date: June 20, 2016 Agency Review Response Deadline: July 7, 2016 Date Application Filed: June 17, 2016 Contact: Contact Phone: Contact Email: Robert Generous, AICP 952-227-1131 bgenerous@ci.chanhassen.mn.us Senior Planner ® Park Director Planning Commission Date: City Council Date: 60 -Day Review Period Deadline: July 19, 2016 at 7:00 p.m. July 25, 2016 at 7:00 p.m. August 16, 2016 Application: Site Plan Review for a 26,962 square foot building expansion for property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Applicant: Eden Trace Cor . Owner: Equitable HoldingCo. LLC. PlanningCase: 2016-18 Web Page: www. ci.chanhassen.mn.us/2016-18 In order for staff 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. Your cooperation and assistance is greatly appreciated. City Departments: ❑ Attorney ® Building Official ® Engineer ® Fire Marshal ® Forester ® Park Director ® Water Resources ❑ Law Enforcement Federal Agencies: ❑ Army Corps of Engineers ❑ US Fish & Wildlife Watershed Districts: ❑ Carver County WMO ❑ Lower MN River ❑ Minnehaha Creek ® Riley -Purgatory -Bluff Creek Carver County Agencies: Utilities: ❑ ❑ Community Development Engineer ® Cable TV — Mediacom ❑ Environmental Services ❑ Electric— Minnesota Valley ❑ Historical Society ® Electric —Xcel Energy ❑ Parks ❑ Magellan Pipeline ❑ Soil & Water Conservation District ® Natural Gas — CenterPoint Energy ® Phone — CenturyLink State Agencies: ® Board of Water & Soil Resources ❑ Health ❑ Historical Society ❑ Natural Resources -Forestry ❑ Natural Resources -Hydrology ❑ Pollution Control ❑ Transportation Adjacent Cities: ❑ Chaska ❑ Eden Prairie ❑ Jackson Township ❑ Minnetonka ❑ Shorewood ❑ Victoria Adjacent Counties: ❑ Hennepin ❑ Scott School Districts: ❑ Eastern Carver County 112 ❑ Minnetonka 276 Other Agencies: ❑ Hennepin County Regional Railroad Authority ❑ MN Landscape Arboretum ❑ SouthWest Transit ® TC&W Railroad Property Card Parcel ID Number 250820010 Taxpayer Information Taxpayer Name EQUITABLE HOLDING CO LLC ATTN JOSEPH NOVOGRATZ Mailing Address 8303 AUDUBON RD CHANHASSEN, MN 55317-9494 Property Address Address 8303 AUDUBON RD City CHANHASSEN, MN 55317 Parcel Information Uses Commercial GIS Acres 3.61 Net Acres 3.61 Deeded Acres Plat AUDUBON CORPORATE CENTER 1ST ADDITION Lot 001 Block 001 Tax Description Building Information Building Style Above Grade Bedrooms Last Sale Finished S Ft $689,000.00 Year Built i Garage N Bathrooms Miscellaneous Information School District Watershed District Homestead Green Acres Ag Preserve 0112 WS 064 RILEY PURG BLUFF N N N Assessor Information Estimated Market Value 2015 Values (Payable 2016) 2016 Values (Payable 2017) Last Sale Land $689,000.00 $689,000.00 Date of Sale 05/23/2008 Building $2,012,700.00 $2,059,200.00 Sale Value $831,970.00 Total $2,701,700.00 $2,748,200.00 The data provided herewith is for reference purposes only. This data is not suitable for legal, engineering. surveying a other smgar purposes. Carver County does not guaranlee the accuracy of the i formation contained herein. This data is furnished on an as s' bas's and Carver County makes no representations or warranties, either expressed or implies for the merchantadlily or fitness of the infoma600 providetl for any purpose. This discmimer is provided pursuant to Minnesota Statutes §466.03 and the user of the data provided herein acknowledges that Carver County shall not be liable for any damagesand by using this data in any way expressly waives all claims, and agrees to defend. indemnity, and hold harmless Carver County, as officials. officers. agents, employees. etc. from any and all cars brought by anyone who uses the infomabon provided for herein its employees or agents, or CARVER third parties whirl) arse out of users access. By acceptance of this data. the user agrees not to transmit this date or provide access to it a any pan of it lo another parry unless the user includes COU14W with the data a copy of this disclaimer, Monday, June 20, 2016 Carver County, MN l CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 2016-18 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, July 19, 2016 at 7 p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is for a Site Plan Review for a 26,962 square foot building expansion for property zoned Industrial Office Park (IOP) located at 8303 Audubon Road. Applicant: Eden Trace Corp. Owner: Equitable Holding Co. LLC. A plan showing the location of the proposal is available for public review on the City's web site at www.ci.chanhassen.mn.us/2016-18 or at City Hall during regular business hours. All interested persons are invited to attend this public hearing and express their opinions with respect to this proposal. Robert Generous, ACIS Email: b¢enerous(a)ci.chanhassen.mn.us Phone: 952-227-1131 (Publish in the Chanhassen Villager on July 7, 2016) AmER10% BUNEERI\G TESTI\G, INC. CONSULTANTS • ENVIRONMENTAL • GEOTECHNICAL • MATERIALS • FORENSICS www.amengtest.com A tj REPORT OF GEOTECHNICAL EXPLORATION AND REVIEW Proposed Addition I.D.I. Distributors 8303 Audubon Road Chanhassen, Minnesota Report No. 20-14527 Date: August 25, 2016 Prepared for: Eden Trace Corporation 8821 Sunset Trail Chanhassen, MN 55317 AMERICAN ENGINEERING TESTING, INC. August 25, 2016 Eden Trace Corporation 8821 Sunset Trail Chanhassen, MN 55317 Attn: Mr. Mark Undestad RE: Geotechnical Exploration and Review Proposed Addition I.D.I. Distributors 8303 Audubon Road Chanhassen, Minnesota Report No. 20-14527 Dear Mr. Undestad: CONSULTANTS • ENVIRONMENTAL • GEOTECHNICAL • MATERIALS • FORENSICS American Engineering Testing, Inc. (AET) is pleased to present the results of our subsurface exploration program and geotechnical engineering review for the proposed I.D.I. Distributors Addition. These services were performed according to our proposal dated June 22, 2016. We are submitting this report as an electronic pdf copy. If you also would like hard copies sent, please contact me. Please contact me if you have any questions about the report. I can also be contacted for arranging construction observation and testing services during the earthwork phase. Sincerely, America Engineering Testing, Inc. Jay P. Brekke, PE Senior Engineer Phone: (651) 789-4645 i brekke(&,amenetest.com Page i 550 Cleveland Avenue North I St. Paul, MN 55114 Phone 651-659-90011 Toll Free 900-972-6364 Fax 651-659-1379 1 www.amengtest.com I AA/EEO �% This document shall not be reproduced. except in full, without wntten approval from Amencan Engineenng Testing. Inc. Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25, 2016 Report No. 20.14527 AMERICAN ENGINEERING TESTING, INC. SIGNATURE PAGE Prepared for: Eden Trace Corporation 8821 Sunset Trail Chanhassen, Minnesota 55076 Attn: Mr. Mark Undestad Authored by: 44 Jay P. Brekke, PE Senior Engineer I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under Minnesota Statute Section 326.02 to 326.15 Name: Jay P. Brekke Date: S ` License #: 25631 Copyright 2016 American Engineering Testing, Inc. All Rights Reserved Prepared by: American Engineering Testing, Inc. 550 Cleveland Avenue North St. Paul, Minnesota 55114 (651) 659-9001/www.amengtest.com Reviewed by: Thomas P. Venema, PE Principal Engineer Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project. Page ii Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. TABLE OF CONTENTS 1.0 INTRODUCTION .............................. 2.0 SCOPE OF SERVICES ...................... 3.0 PROJECT INFORMATION ............... 3.1 Available Geotechnical Information 4.0 SUBSURFACE EXPLORATION AND TESTING 4.1 Field Exploration Program ................................... 4.2 Laboratory Testing ............................. 5.0 SITE CONDITIONS .............................. 5.1 Surface Observations .......................... 5.2 Subsurface Soils/Geology................... 5.3 Groundwater ....................................... 5.4 Review of Soil Properties ................... 6.0 RECOMMENDATIONS— .................... 6.1 Building Grading .................................................. 6.2 Foundation Design ................................................ 6.3 Floor Slab Design ................................................. 6.4 Exterior Backfilling .............................................. 6.5 Exterior Underground Utility Construction.......... 6.6 Pavements ......................... 6.7 Infiltration Rate Comments ................... 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Potential Difficulties.......... 7.2 Excavation Backsloping.... 7.3 Observation and Testing.... 8.0 LIMITATIONS ..................... STANDARD SHEETS Excavation and Refilling for Structural Support Floor Slab Moisture/ Vapor Protection APPENDIX A — Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 - Boring Locations Subsurface Boring Logs APPENDIX B — Geotechnical Report Limitations and Guidelines for Use Page fff Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 1.0 INTRODUCTION An addition is planned on the north side of the existing I.D.I. Distributors Building located at 8303 Audubon Road in Chanhassen, Minnesota. To assist with planning and design, Eden Trace Corporation authorized American Engineering Testing, Inc. (AET) to conduct a subsurface exploration program at the site, conduct soil laboratory testing, and perform a geotechnical engineering review for the project. This report presents the results of these services, and provides our engineering recommendations based on this data. 2.0 SCOPE OF SERVICES AET's services were performed according to our proposal dated June 22, 2016. The final authorized scope consists of the following: • Drilling 12 standard penetration test borings to depths ranging from 20 to 36 feet below grade; • Performing routine soil laboratory testing; and, • Conducting a geotechnical engineering analysis based on the gained data and preparation of this report. These services are intended for geotechnical purposes. The scope to explore for the presence of environmental contamination was limited to our field crew noting any visual or olfactory evidence in the soils samples. 3.0 PROJECT INFORMATION An addition is planned on the north side of the existing I.D.I. Distributors Building. The existing building is an office/warehouse structure for distribution of building insulation products. The structure has a main floor for warehouse space and offices, and a second level for offices. The building is supported on spread footings with a structural/architectural precast panel exterior. The building was constructed in late 2008 and we understand that the structural integrity of the existing building is satisfactory. The new addition will extend to the north of the existing building. The precast panel north wall of the existing building will remain in place. There will be new precast walls on the east, north Page 1 of 16 Report or Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. and west walls of the new addition. The interior frame will be structural steel. The floor slab will be set at an elevation of approximately 953 feet to match the existing building. The building addition will cover a footprint of 26,962 feet. The main floor will consist of warehouse space covering 18,407 square feet, and office space covering 8,555 square feet. A second level office of 8,555 square feet will be constructed over the main floor office. We have not been provided with structural details, but for the purposes of this report we are assuming wall loads of about 1 to 4 kips per linear foot and maximum column loads of about 100 kips. We estimate live floor loads of less than about 200 pounds per square foot. These loads should be confirmed when a structural engineer is part of the design team. New parking will be provided to the north of the building addition. There is also an infiltration basin proposed at the north end of the parking area. Our foundation design assumptions include a minimum factor of safety of 3 with respect to localized shear or base failure of the foundations. We assume the structure will be able to tolerate total settlements of up to I inch, and differential settlements over a 30 foot distance of up to '/: inch. The above stated information represents our understanding of the proposed construction. This information is an integral part of our engineering review. It is important that you contact us if there are changes from that described so that we can evaluate whether modifications to our recommendations are appropriate. 3.1 Available Geotechnical Information AET performed a geotechnical exploration for the existing building in 2007 (AET Report No. 22-00135 dated November 27, 2007). In our report, we recommended supporting the building on conventional spread footings after performing soil correction to remove and replace the existing fill and any other unsuitable soils. It is our understanding that the site grading for the existing building and the proposed addition area was performed in 2008. We have reviewed Google Earth aerial photos from 2008 and 2009. The photo from September 2008 shows grading operations over the existing building and most of the addition footprint. Grading at the northwest comer of the addition footprint appeared to be Page 2 of 16 Report of Geotechaical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 AMERICAN ENGINEERING TESTING, INC. incomplete as some vegetation was visible. The photo from 2009 shows the completed building. AET performed the construction testing for the existing building (AET Project No. 22-00135.2) and may, or may not have, performed construction testing of the grading for the proposed addition. We have not been able to locate records from the construction testing to review what was done in the addition area. If any records of fill placement for the addition are found, please contact us to review our recommendations. 4.0 SUBSURFACE EXPLORATION AND TESTING 4.1 Field Exploration Program The subsurface exploration program conducted for the project consisted of 12 standard penetration test borings drilled between June 30 and July 7, 2016. The logs of the borings and details of the methods used appear in Appendix A. The logs contain information concerning soil layering, soil classification, geologic description, and moisture condition. Relative density or consistency is also noted for the natural soils, which is based on the standard penetration resistance (N -value). The approximate boring locations are shown on Figure 1 in Appendix A. We located the borings in the field by measuring from the existing building using dimensions scaled from the site plan provided. Our drill crew determined the ground surface elevations at the borings using an engineer's level referenced to the floor slab of the existing building. According to the preliminary site plan prepared by Sambatek the floor slab is at an elevation of approximately 953 feet. 4.2 Laboratory Testing The laboratory test program included visual and manual classification of the soil samples along with water content testing of selected samples. The test results appear in Appendix A on the boring logs adjacent to the samples upon which they were performed. 5.0 SITE CONDITIONS 5.1 Surface Observations At the time of drilling the south side of the site was occupied by the existing building. The area of the proposed addition was a relatively level lawn area and paved entrance drive. Most of the area north of the proposed addition is a berm which we understand was placed in 2008 or prior to Page 3 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 2008 and consists mostly of stripped topsoil. The topsoil is from the existing building construction and also from other sites. The berm was covered with grass and weeds and was about 10 feet in height. Borings B-1OA, B -I IA, and B -12A were drilled on top of the berm. The elevations at our 12 borings ranged from 961.1 to 947.8 feet. 5.2 Subsurface Soils/Geology At our three borings drilled on the berm, we found about 14 to 15 feet of fill (which corresponds to elevations ranging from about 944%2 to 946'/2 feet). These elevations are consistent with the ground surface from previous topography information based on a survey prepared by Schoell and Madson, Inc. in 1999. We have this plan from our previous geotechnical information. At the remaining borings, fill or possible fill was found to depths ranging from about 4 to 9 feet below grade (which corresponds to elevations ranging from about 945 to 943.6 feet). Again, review of the topography information from 1999 and our previous borings in 2007 (some of which were drilled in the addition footprint) indicate that these elevations are generally consistent with the previous ground surface elevations. Our previous borings drilled in the addition area found about 4 feet of mixed sand and clay fill to about elevation 943. The fill in the berm area consisted of sandy lean clay and clayey sand, much of which contained organics. The fill and possible fill in the remaining borings (B-lA to B -9A) consisted of sandy lean clay and clayey sand. Typically, the upper 1 to 2 feet in Borings B -IA to B -9A contained organics. These borings were drilled in lawn areas (Boring B -9A was drilled in a brush area) and this could be the graded topsoil zone. Most of the fill and possible fill below 1 to 2 feet at Borings B-1 A to B -9A did not contain significant amounts of organics, however traces of roots were common and some zones of slightly organic soils were present. Underlying the fill and possible fill, we found predominantly glacial till soils. At Boring B -5A, layers of fine alluvium and coarse alluvium were also found. 5.3 Groundwater Most of the on-site soils are relatively slow draining and an extended period of time would be required for groundwater to reach equilibrium in the boreholes. A measurable groundwater level was found in only one of our borings. We measured groundwater at about I 1 feet below grade in Boring B -5A just above a layer of coarse alluvial silty sand. The measured water level corresponds to an elevation of about 942.2 feet. The survey indicates a wetland in the northeast Page 4 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. corner of the property, with ground surface elevations of about 939 to 942 feet. In our opinion, the water level measured in Boring B -5A likely represents the approximate hydrostatic groundwater level on the date of drilling. A discussion of the water level measurement methods is presented in Appendix A. Please note that groundwater levels will not remain stable. Groundwater levels fluctuate due to varying seasonal and annual rainfall and snow melt amounts, as well as other factors. 5.4 Review of Soil Properties 5.4. 1 FUI Most of the fill at our borings in the proposed addition area typically had moderate N -values and are judged to have moderate strength, and would not be significantly compressible under anticipated foundation loads. Some of the fill (see Boring B-1 A) had N -values below about 7 and depending on their depth below the new footings and the footing loads, could be compressible under foundation loads. The fill soils are judged to be slow draining and moderately high in frost susceptibility. 5.4.2 Fine Alluvium The fine alluvial soils are judged to be moderate strength materials and are not significantly compressible under anticipated foundation loads. The fine alluvial soils are judged to be slow draining and moderately frost susceptible. S 4.3 Coarse Alluvium The coarse alluvial soils are judged to be moderate strength materials and are not significantly compressible under anticipated foundation loads. The coarse alluvial soils are judged to be moderately fast draining and at least moderately frost susceptible if exposed to freezing temperatures. 5.4.4 Glacial Till The glacial till soils are judged to have moderate strength and are not judged to be significantly compressible under anticipated foundation loads. The glacial till soils are judged to be slow draining and would be moderately frost susceptible if exposed to freezing temperatures. Page 5 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 6.0 RECOMMENDATIONS Based on the soil conditions found in our borings, our understanding of the past grading activities and on the design information that is available, it is our opinion that after proper site preparation the proposed addition can be supported on conventional spread footing foundations. Details of our recommendations are given below. In the planned addition area we found fill and possible fill to about 9 to 10 feet below grade. Some level of observation and testing may have been done during the placement of the existing fill in 2008, but no records are available. If any records are found, please contact us to review our recommendations. Often, we recommend that fill soils, for which records of placement are not available, not be relied on for building support. However, with the exception of the upper 1 to 2 feet of soils containing organics, the majority of the fill at our borings appears suitable for support of the proposed building on conventional spread footings and the floor slab on grade. The exception may be at Boring B -1A, where an N -value of 4 was recorded at about 5 feet below grade. It is our opinion that the majority of the existing fill can be relied upon for support, but there may be some local correction necessary. In order to further assess the existing fill soils, we recommend performing a partial subcut below all of the footings. Under perimeter footings, we recommend subcutting to a minimum of 2 feet below planned bottom of footing, and under interior column pads we recommend subcutting to a depth below the footing equal to '/� the footing width. Following subcutting, the exposed soils should be observed and tested by a geotechnical engineer/technician. New compacted fill can then be placed to the bottom of footing elevation. The excavated non-organic soil can be reused as backfill provided it is at the proper moisture content. Assessment of the fill quality should also be carried out by observation of sidewalls in all of the footing trenches. Note that with the approach of relying on existing fill, the owner needs to accept a greater than normal risk of foundation and floor settlement (greater than the stated tolerance levels) due to the inherent variability of fill. Fill soils don't have the benefit of the time and uniformity of geologic processes, and accordingly, are typically much more variable than naturally -occurring soils. Details or our recommendations are given below. Page 6 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 6.1 Building Grading &1.1 Excavation Preparation of the building pad should include stripping the vegetation and near surface soils containing significant amounts of organics. We anticipate a typical stripping depth of about 1 to 2 feet will be required based on the borings. As discussed in section 6.0, under footings we recommend performing a partial subcut to assess the existing fill. We recommend subcutting to a minimum of 2 feet below planned bottom of perimeter footings, and to a depth below the interior column pads equal to Y2 the footing width. The lateral zone of stripping/subcutting should be extended out horizontally at least 1 foot from the outside edges of footings for every foot of fill required below the base of the footings (i.e., 1:1 lateral oversize). Prior to placing new fill or concrete, the exposed soils should be observed and tested by a geotechnical engineer/technician. Any organic, wet/soft or other unsuitable soils as determined by the geotechnical engineer/technician should be additionally subcut. The actual required depths of subcutting will need to be determined during earthwork. Because of the unknown depths and lateral extent of the subcutting that will be needed, we recommend that the earthwork contract include a unit price line item for extra soil correction required beyond what is estimated. 6. L2 Fill Placement and Compaction The on-site non-organic sandy lean clay and clayey sand soils would be suitable for reuse as fill provided they do not contain rubble, debris, cobbles or boulders. Excepting the upper 1 or 2 feet, most of the soils found in borings drilled in the addition area appeared suitable for reuse as new fill. The majority of the soils found at our three borings in the existing berm did not appear suitable for reuse. The soils found in Boring B-IOA however, did appear to be mostly suitable for reuse. Separation of the reusable soils from unsuitable soils in the berm may not be feasible; this could be better assessed with test pits. The fill soils must be placed at moisture contents that will allow the soils to be compacted to the specified levels. We recommend clayey soils be moisture conditioned to within -2 to +3 percentage points of the optimum water content as determined by the Standard Proctor dry density (ASTM: D 698) before placement. Drying of the on-site clayey soils will likely be required. This will require favorable weather conditions (warm and dry). Page 7 of 16 Report or Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Where imported fill is required, we recommend a granular soil with less than 12% passing the No. 200 sieve (such as Mn/DOT 3149.2132) having no gravel larger than 3 inches. If the contractor proposes a different type of fill, a sample should be submitted to the Geotechnical Engineer for approval. The building pad fill should be placed in thin lifts and compacted to at least 98% of the maximum Standard Proctor dry density (ASTM: D698). The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. Please refer to the standard data sheet at the end of this report entitled "Excavation and Refilling for Structural Support" for general information regarding excavation and fill placement for foundation support. 6.2 Foundation Design After the site preparation described above, the building can be supported on conventional spread footing foundations bearing on the existing fill and new compacted fill. We recommend that perimeter foundations for heated building areas bear at a minimum depth of 42 inches below exterior grade for frost protection. Additional protection from frost penetration can be obtained by placing the footings at a depth of 48 inches below grade. Interior foundations in heated areas can be placed directly below the floor slab. The bottoms of exterior foundations (those foundations not bordering heated building areas) should be extended to a minimum depth of 60 inches below exterior grade, because deeper frost penetration can occur away from the heated building. Based on the conditions found in our borings, and assuming that our recommended grading/compaction procedures in Section 6.1 are followed, it is our opinion that the footings may be proportioned for a maximum net allowable soil bearing capacity of 2,500 pounds per square foot. This is also the bearing pressure that was recommended for the existing building foundations. Our foundation design assumptions include a minimum factor of safety of 3 with respect to localized shear or base failure of the foundations. Page 8 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Please note that settlement of the existing building has probably already occurred. Therefore, the settlement of the addition would be differential from the existing building. We recommend that the connections between the addition and the existing building be designed to accommodate this differential movement. 63 Floor Slab Design Preparation of the building area as previously described will also prepare the building area for floor slab support. Where there will be forklift traffic in the warehouse area, we recommend that you consider importing a 100% crushed concrete or crushed limestone Class 5 aggregate for the floor slab base in those areas. The purpose of the Class 5 base in warehouse areas is to provide a firmer base and to allow the contractor to place a flatter slab; the Class 5 would also help the slab performance under forklift traffic at joints in the slab. The minimum thickness of the Class 5 should be 6 inches. The Class 5 aggregate base in the warehouse areas should be compacted to at least 98% of the maximum Standard Proctor dry density, or to meet the criteria for Mn/DOT dynamic cone penetrometer (DCP) tests. For relative ease of compaction in confined spaces, we recommend using only sand soils with less than 12% (by weight) passing the No. 200 sieve as interior backfill around the new foundations and in underslab utility trenches inside the building. The backfill around the new foundations and in underslab utility trenches inside the building should be placed in thin lifts, with each lift mechanically compacted using manually -operated vibratory or impact equipment, to at least 95% of the maximum Standard Proctor dry density. The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. We recommend not using heavy towed or self-propelled compactors within 4 feet of newly constructed foundation walls; such equipment can damage the new walls. Based on a subgrade prepared with the type of backfill described above, and after general site grading, the floor slab can be cast on -grade. For slabs cast on the existing fill and on new clayey fill, we recommend using a modulus of subgrade reaction (k) of 150 pounds per square inch per inch of deflection (pci) for design of the slabs. For slabs cast on Class 5 material, we recommend using a modulus of subgrade reaction of 200 pci. Page 9 of 16 Report or Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. A vapor retarder should be placed under the floor slab where there are moisture sensitive floor coverings/coatings such as are typical in office areas. The purpose of a vapor retarder is to reduce the potential for upward migration of water vapor from the soil into and through the concrete slabs. Water vapor migrating upward through the slab can damage floor coverings, coatings, or sealers placed on the slab, or materials/packages stored on the slabs, and contribute to excess humidity and possible microbial growth in buildings. For additional recommendations on moisture and vapor protection of floor slabs, please refer to the standard sheet at the end of this report entitled "Floor Slab MoistureNapor Protection." Typically, the vapor retarder is placed directly below the floor slab. 6.4 Exterior Backfilling Backfill around the building and the existing soils outside of the building will have an effect on the surrounding sidewalks and slabs due to the frost heave potential. Where settlement -sensitive exterior entry slabs and sidewalks abut the building, we recommend excavation of the on-site clayey soils down to 4 feet below finished grade. We recommend using non -frost susceptible (NFS) sand soils as backfill. The purpose of this is to reduce the potential for the characteristic heave that can occur when clayey soils freeze each winter. We recommend that the NFS sand soils contain less than 5% (by weight) passing the #200 sieve and less than 40% (by weight) passing the #200 sieve. New fill should be placed in thin lifts and compacted to at least 95% of the maximum Standard Proctor dry density. A filtered drain tile should be placed at the base of the NFS sand fill. The drain tile lines should be drained to a sump (where it can be pumped) or to a gravity outlet such as a catch basin to help prevent the accumulation of excess water. The zone of NFS sand backfill should extend at least 2 feet beyond the edges of the entry slabs, and should be tapered outward away from the building below slabs/pavements at a 3:1 (H:V) or flatter slope. The purpose of the tapering is to reduce the potential for abrupt slab displacement when zones farther away from the building may heave during winter. As an alternative to placing 4 feet of engineered sand fill, the entry slabs can be designed as structural slabs. These structural slabs should be supported on frost wall foundations bearing at least 60 inches below the bottom of slab. With this alternative, there should be a minimum 4 inch air gap left below each slab. The vertical sides on all of the frost walls should be covered with a bond breaker, preventing adfreezing of the backfill soils. With this approach, you should anticipate the potential for differential heave of the surrounding on -grade supported slabs Page 10 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. sidewalks and pavements. Sand backfill, drained and tapered, as discussed above can be used adjacent to the structural slab to reduce the potential for differential heave and a possible tripping hazard. 6.5 Exterior Underground Utility Construction The excavated non-organic clayey soils can be reused as backfill in the new utility trenches. Organic soils should not be used to support manhole structures or utilities, and should not be reused as backfill. Much of the on-site clayey soils appear to be at elevated moisture contents and will need to be dried to be reused as fill. We recommend clayey soils be moisture conditioned to within -2 to +3 percentage points of the optimum water content as determined by the standard Proctor dry density (ASTM: D698) prior to placement. We recommend that each lift of the trench backfill be mechanically compacted to at least 95% of its standard Proctor dry density. Within 3 feet of the pavement subgrade elevation, the compaction should be increased to at least 100% of its maximum standard Proctor dry density. The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. 6.6 Pavements New pavements are planned to be constructed north and northwest of the new addition. Although no traffic loads were provided, we anticipate that daily traffic will consist mostly of cars and light trucks, along with occasional heavier vehicles such as delivery trucks and snow removal equipment. The planned pavement areas are currently largely occupied by the existing berm and a significant amount soil removal will be required in most areas to reach design grades. Grading plans are not yet available but we anticipate finished grades of about 949 to 952 feet in the pavement areas. 6.6.1 Subgrade Preparation In areas of new pavements, subgrade preparation should consist of stripping any vegetation/topsoil and excavating to the planned bottom of base course (or sand subbase) elevation. We anticipate that the existing fill from the stockpile will be at pavement subgrade elevation. The subgrade surface should be test rolled as described below. We recommend additionally subcutting any significantly organic (containing over about 4% organics by weight) or unstable soils that may be exposed to 3 feet below the proposed subgrade elevation (i.e., 3 feet below the bottom of Class 5). It should not be necessary to correct soft or organic soils to more than 3 feet beneath the proposed subgrade elevation, unless the soils are so unstable that they Page 11 of 16 Report or Geotechnical Exploration and Review I.D.I. Distnbutors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 AMERICAN ENGINEERING TESTING, INC. limit the ability to compact fill placed above these soils. The zone of stripping/subcutting should be laterally extended at least 2 feet beyond the edges of the new pavements. The on-site soils could be reused as fill in pavement areas provided they do not contain a significant amount of organics and they can be sufficiently dried to achieve the recommended compaction levels. We recommend all fill placed within the top 3 feet of the pavement subgrade be compacted to a minimum of 100% of the Standard Proctor maximum dry density. If fill is required below the top 3 feet, it should be compacted to at least 95%. Prior to placing the sand subbase or Class 5, we recommend the subgrade be evaluated for stability by test rolling as described in the attached sheet entitled `Bituminous Pavement Subgrade Preparation and Design." If soft or unstable soils are found, they should be subcut and replaced with drier fill or aerated, dried and recompacted back into place if weather conditions permit. 6. &2 Sand Subbase Layer The clayey soils on this site are frost -susceptible and have the potential to heave upon freezing each year and undergo a reduction of shear strength during freeze/thaw cycles. Additionally, their slow -draining nature will increase the potential for excess moisture in the aggregate base course. Therefore, we strongly recommend placing a 1 foot thick sand subbase below the Class 5 base course to improve drainage, reduce frost effects, and to distribute wheel loads to the subgrade. The sand should meet the gradation requirements of Mn/DOT Specification 3149.2112 for Select Granular Borrow. Preferably, Modified Select Granular Borrow should be used; this material would have less than 5% passing the #200 sieve and less than 40% passing the #40 sieve. The entire thickness of the sand subbase layer should be compacted to a minimum of 100% of the Standard Proctor maximum dry density. The sand subbase layer, if it is placed, should be provided with a means of subsurface drainage to collect and discharge water which may become trapped within the sands and above the slower draining clayey soils. This drainage can be provided by installing finger drains into catch basins at elevations no higher than the bottom of the sand layer. Edge drains can also be provided around the perimeter of the parking areas. The finger drains and edge drains should be wrapped with geotextile fabric and backfilled with sand. To promote subsurface movement of the trapped Page 12 of 16 Report of Geotechnical Exploration and Review LD.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. water, the top of the clayey subgrade should be sloped or shaped to direct water to the drainage collection points. Cost will be a factor in your decision whether or not to construct a sand subbase. Although the use of a sand subbase has a higher initial cost, it will likely result in reduced longer term costs, improved performance, lower maintenance, longer service life, and the use of thinner pavement sections. 6.6.3 Pavement Thickness It is our opinion the pavements should be designed using an assumed R -value of 20 if the sand subbase is not placed. If the sand subbase is used, we estimate an R -value of 30. The following table presents the recommended bituminous pavement thicknesses for options with and without a sand subbase. The heavy duty design is intended for drive lanes. Table 6.6.3 — Recommended Pavement Thickness Designs ' If a sand subbase is not placed, we recommend placing a geotextile separator fabric (Mn/DOT 3733, Type S) under the Class 5 base course, preferably below the entire pavement but at a minimum in heavy duty areas. 6.6.4 Bituminous Pavement Comments The bituminous pavement sections given above would have an estimated life of 20 years. However, the Owner should not expect that the pavements would last 20 years without maintenance. Even if placed and compacted properly on stable subgrade conditions, bituminous pavements will likely experience cracking in I to 3 years, primarily due to temperature -related Page 13 of 16 Sand Subbase Alternative With No Sand Subbase Light Duty Heavy Light Duty Heavy Pavement Course (Automobile Duty Areas (Automobile Traffic Duty Traffic Only Only) Areas Bituminous Wear 1.5" 2" 1.5" 2" SPWEA340F Bituminous Base 2" 2" 2" 2" SPWEB340F Class 5 Aggregate Base 6" 8" 8" 10" Mn/DOT 3138 Select Granular Borrow 12" 12" No' No* MmWT 3149.2B2) ' If a sand subbase is not placed, we recommend placing a geotextile separator fabric (Mn/DOT 3733, Type S) under the Class 5 base course, preferably below the entire pavement but at a minimum in heavy duty areas. 6.6.4 Bituminous Pavement Comments The bituminous pavement sections given above would have an estimated life of 20 years. However, the Owner should not expect that the pavements would last 20 years without maintenance. Even if placed and compacted properly on stable subgrade conditions, bituminous pavements will likely experience cracking in I to 3 years, primarily due to temperature -related Page 13 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 AMERICAN ENGINEERING TESTING, INC. expansion and shrinkage. Each of the designs given above assumes that a regularly scheduled maintenance program consisting of patching cracks and repairing of locally distressed areas would be implemented. Seal coating of the pavement surface after 3 to 5 years often helps prolong pavement life. Various bituminous mix designs and binder materials for pavements should be considered, specifically to resist thermal cracking and rutting. Binders with a designation of "F" generally have a greater initial cost than "E" or `B" binders, but are more resistant to rutting and thermal cracking. Although "F" binders are preferred, "E" binders are also suitable if the mix does not include recycled aggregate. If "E" or `B" binders are used, there will be an increased probability of thermal cracking compared to using an "F" binder. Thermal cracks tend to demand more maintenance and result in a reduced service life with greater long-term costs. 6.7 Infiltration Rate Comments It is our understanding that a stormwater infiltration pond is planned in the northern portion of the site (near Boring B -12A) as shown on the preliminary site plan prepared by Sambatek. The bottom of the pond has been set at elevation 941.5 feet with a top elevation of 944.0 feet. The Minnesota Pollution Control Agency's (MPCA) Minnesota Storfnwater Manual provides recommendations for design infiltration rates based on soil type (http://stormwater.pga.state.mn.us/index.vbR/Design infiltration rates). The soils encountered in Boring B -12A consist mostly of sandy lean clay. These soils are not conducive to rapid infiltration and would have a design infiltration rate of 0.06 inches per hour. This value assumes a minimum separation of 3 feet between the bottom of the infiltration practice and the seasonably high ground water table. The long term groundwater level at this site may be at about 939 to 942 feet based on our borings and the nearby wetland elevation. It may be necessary to install a piezometer to obtain accurate groundwater levels. We recommend performing in-situ infiltration testing of the onsite subgrade soils during construction using the double -ring infiltrometer. The test results can be used to confirm the project civil engineers design assumptions for the ponds. Page 14 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Potential Difficulties AMERICAN ENGINEERING TESTING, INC. 7.1.1 Water in Excavations Groundwater and surface runoff may be encountered in excavations for construction. To allow observation of the excavation bottom, and to reduce the potential for soil disturbance and facilitate filling operations, we recommend that all free-standing water within the excavations be removed prior to proceeding with construction. 7.1.2 Disturbance of Soils The on-site soils can easily become disturbed under construction traffic, especially if the soils are wet. If soils become disturbed, they should be subcut to the underlying undisturbed soils. The subcut soils can then be dried and recompacted back into place, or they should be removed and replaced with drier imported fill. 7.2.3 Winter Construction If construction occurs during the winter, it is necessary for the contractor to protect the base soils from freezing each day and each night before new fill is placed. Fill should not be placed over frozen soils, snow, or ice, nor should the use of frozen fill soils be permitted. The contractor must protect base soils from freezing before and after fill placement, and before, during, and after concrete placement. 7.2 Excavation Backsloping If excavation faces are not retained, the excavations should maintain maximum allowable slopes in accordance with OSHA Regulations (Standards 29 CFR), Part 1926, Subpart P, "Excavations" (can be found on www.osha.eov). Even with the required OSHA sloping, water seepage or surface runoff can potentially induce sideslope erosion or running which could require slope maintenance. Excavation safety is the contractor's responsibility. Page 15 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 7.3 Observation and Testing The recommendations in this report are based on the subsurface conditions found at our test boring locations. Because the soil conditions can be expected to vary away from the soil boring locations, we recommend on-site observation by AET geotechnical personnel during construction to evaluate the effect of these potential changes. We recommend the soils in excavation bottoms be observed by an AET geotechnical engineer immediately prior to placing fill or forming for footings. Soil density testing should also be performed on all fill placed at the site to document that our recommendations and the specifications for compaction and moisture have been satisfied. Where fill material type is important, laboratory sieve analyses should be performed to document that the actual fill meets the recommended gradation criteria. The building materials should also be tested in accordance with the project specifications and the building codes. 8.0 LIMITATIONS Within the limitations of scope, budget, and schedule, we have endeavored to provide our services according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either express or implied, is intended. Important information regarding risk management and proper use of this report is given in Appendix B entitled "Geotechnical Report Limitations and Guidelines for Use." Page 16 of 16 EXCAVATION AND REFILLING FOR STRUCTURAL SUPPORT EXCAVATION Excavations for structural support at soil boring locations should be taken to depths recommended in the geotechnical report. Since conditions can vary, recommended excavation depths between and beyond the boring locations should be evaluated by geotechnical field personnel. If ground water is present, the excavation should be dewatered to avoid the risk of unobservable poor soils being left in-place. Excavation base soils may become disturbed due to construction traffic, ground water or other reasons. Such soils should be subcut to underlying undisturbed soils. Where the excavation base slopes steeper than 4:1, the excavation bottom should be benched across the slope parallel to the excavation contour. Soil stresses under footings spread out with depth. Therefore, the excavation bottom and subsequent fill system should be laterally oversized beyond footing edges to support the footing stresses. A lateral oversize equal to the depth of fill below the footing (i.e., 1:1 oversize) is usually recommended. The lateral oversize is usually increased to 1.5:1 where compressible organic soils are exposed on the excavation sides. Variations in oversize requirements may be recommended in the geotechnical report or can be evaluated by the geotechnical field personnel. Unless the excavation is retained, the backslopes should be maintained in accordance with OSHA Regulations (Standards - 29 CFR), Part 1926, Subpart P, "Excavations" (found on www.osha.eov). Even with the required OSHA sloping, ground water can induce sideslope raveling or running which could require that flatter slopes or other approaches be used. Filling should proceed only after the excavation bottom has been approved by the geotechnical engineer/technician. Approved fill material should be uniformly compacted in thin lifts to the compaction levels specified in the geotechnical report. The lift thickness should be thin enough to achieve specified compaction through the full lift thickness with the compaction equipment utilized. Typical thicknesses are 6" to 9" for clays and 12" to 18" for sands. Fine grained soils are moisture sensitive and are often wet (water content exceeds the "optimum moisture content" defined by a Proctor test). In this case, the soils should be scarified and dried to achieve a water content suitable for compaction. This drying process can be time consuming, labor intensive, and requires favorable weather. Select fill material may be needed where the excavation bottom is sensitive to disturbance or where standing water is present. Sands (SP) which are medium to coarse grained are preferred, and can be compacted in thicker lift thicknesses than finer grained soils. Filling operations for structural support should be closely monitored for fill type and compaction by a geotechnical technician. Monitoring should be on a fiill-time basis in cases where vertical fill placement is rapid; during freezing weather conditions; where ground water is present; or where sensitive bottom conditions are present. EXCAVATION/REFILLING DURING FREEZING TEMPERATURES Soils that freeze will heave and lose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and density loss depends on the soil type and moisture condition; and is most pronounced in clays and silts. Foundations, slabs, and other improvements should be protected from frost intrusion during freezing weather. For earthwork during freezing weather, the areas to be filled should be stripped of frozen soil, snow and ice prior to new fill placement. In addition, new fill should not be allowed to freeze during or after placement. For this reason, it may be preferable to do earthwork operations in small plan areas so grade can be quickly attained instead of large areas where much frost stripping may be needed. 01REPO I I (12/08) AMERICAN ENGINEERING TESTING, INC. FREEZING WEATHER EFFECTS ON BUILDING CONSTRUCTION GENERAL Because water expands upon freezing and soils contain water, soils which are allowed to freeze will heave and lose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and density/strength loss depends on the soil type and moisture condition. Heave is greater in soils with higher percentages of fines (silts/clays). High silt content soils are most susceptible, due to their high capillary rise potential which can create ice lenses. Fine grained soils generally heave about 1/4" to 3/8" for each foot of frost penetration. This can translate to l" to 2" of total frost heave. This total amount can be significantly greater if ice lensing occurs. DESIGN CONSIDERATIONS Clayey and silty soils can be used as perimeter backfill, although the effect of their poor drainage and frost properties should be considered. Basement areas will have special drainage and lateral load requirements which are not discussed here. Frost heave may be critical in doorway areas. Stoops or sidewalks adjacent to doorways could be designed as structural slabs supported on frost footings with void spaces below. With this design, movements may then occur between the structural slab and the adjacent on -grade slabs. Non -frost susceptible sands (with less than 12% passing a #200 sieve) can be used below such areas. Depending on the function of surrounding areas, the sand layer may need a thickness transition away from the area where movement is critical. With sand placement over slower draining soils, subsurface drainage would be needed for the sand layer. High density extruded insulation could be used within the sand to reduce frost penetration, thereby reducing the sand thickness needed. We caution that insulation placed near the surface can increase the potential for ice glazing of the surface. The possible effects of adfreezing should be considered if clayey or silty soils are used as backfill. Adfreezing occurs when backfill adheres to rough surfaced foundation walls and lifts the wall as it freezes and heaves. This occurrence is most common with masonry block walls, unheated or poorly heated building situations and clay backfill. The potential is also increased where backfill soils are poorly compacted and become saturated. The risk of adfreezing can be decreased by placing a low friction separating layer between the wall and backfill. Adfreezing can occur on exterior piers (such as deck, fence or other similar pier footings), even if a smooth surface is provided. This is more likely in poor drainage situations where soils become saturated. Additional footing embedment and/or widened footings below the frost zones (which include tensile reinforcement) can be used to resist uplift forces. Specific designs would require individual analysis. CONSTRUCTION CONSIDERATIONS Foundations, slabs and other improvements which may be affected by frost movements should be insulated from frost penetration during freezing weather. If filling takes place during freezing weather, all frozen soils, snow and ice should be stripped from areas to be filled prior to new fill placement. The new fill should not be allowed to freeze during transit, placement or compaction. This should be considered in the project scheduling, budgeting and quantity estimating. It is usually beneficial to perform cold weather earthwork operations in small areas where grade can be attained quickly rather than working larger areas where a greater amount of frost stripping may be needed. If slab subgrade areas freeze, we recommend the subgrade be thawed prior to floor slab placement. The frost action may also require reworking and recompaction of the thawed subgrade. 01 REPO 15 (12/08) AMERICAN ENGINEERING TESTING, INC. Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Appendix A Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 — Boring Locations Subsurface Boring Logs Appendix A Geotechnical Field Exploration and Testing Reuort No. 20-14527 A.1 FIELD EXPLORATION The subsurface conditions were explored by drilling and sampling 12 standard penetration test (SPT) borings. The locations of the borings appear on appended Figure 1, preceding the Subsurface Boring Logs in this appendix. A.2 SOIL SAMPLING METHODS A.2.1 Split -Spoon Samples (SS) - Calibrated to NN Values Standard penetration (split -spoon) samples were collected in general accordance with ASTM:D1586 with one primary modification. The ASTM test method consists of driving a 2 -inch O.D. split -barrel sampler into the in-situ soil with a 140 -pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N -value. Our method uses a modified hammer weight, which is determined by measuring the system energy using a Pile Driving Analyzer (PDA) and an instrumented rod. In the past, standard penetration N -value tests were performed using a rope and cathead for the lift and drop system. The energy transferred to the spht-spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in this system. This converted energy then provides what is known as an N60 blow count. AET's drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently results in lower N -values than the traditional N60 values. By using the PDA energy measurement equipment, we are able to determine actual energy generated by the drop hammer. With the various hammer systems available, we have found highly variable energies ranging from 55% to over 100°/x. Therefore, the intent of AET's hammer calibrations is to vary the hammer weight such that hammer energies lie within about 60% to 65% of the theoretical energy of a 140 -pound weight falling 30 inches. The current ASTM procedure acknowledges the wide variation in N -values, stating that N -values of 100% or more have been observed. Although we have not yet determined the statistical measurement uncertainty of our calibrated method to date, we can state that the accuracy deviation of the N -values using this method is significantly better than the standard ASTM method. A.2.2 Disturbed Samples (DS)/Spin-up Samples (SU) Sample types described as "DS" or "SU" on the boring logs are disturbed samples, which are taken from the flights of the auger. Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate. A.2.3 Sampling Limitations Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs. Determining the thickness of "topsoil" layers is usually limited, due to variations in topsoil definition, sample recovery, and other factors. Visual -manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed. A.3 SOIL CLASSIFICATION METHODS Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in ASTM:D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM:D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual -manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring logs. The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment. Appendix A - Page 1 of 3 AMERICAN ENGINEERING TESTING, INC. Appendix A Geotechnical Field Exploration and Testing Report No. 20-14527 A.4 WATER LEVEL MEASUREMENTS The ground water level measurements are shown at the bottom of the boring logs. The following information appears under "Water Level Measurements" on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at the time of measurement • Casing Depth: depth to bottom of casing or hollow -stem auger at time of measurement • Cave-in Depth: depth at which measuring tape stops in the borehole • Water Level: depth in the borehole where free water is encountered • Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing. A.5 LABORATORY TEST METHODS A.5.1 Water Content Tests Conducted in general conformance with ASTM:D2216. A.6 TEST STANDARD LIMITATIONS Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. A.7 SAMPLE STORAGE Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days. Appendix A - Page 2 of 3 AMERICAN ENGINEERING TESTING, INC. BORING LOG NOTES DRILLING AND SAMPLING SYMBOIS TEST SYMBOIS Symbol Definition Symbol Definition CONS: One-dimensional consolidation test B, H, N: Si2c of ash -joint casing DEN: Dry density, pcf CA: Crew Assistant (initials) DST: Direct shear test CAS: Pipe casing number indicates nominal al diameter in inches E: Pressuremeter Modulos, tsf CC: Crew Chief (initials) HYD: Hydrometer analysis COT: Clean-out tube LL: Liquid Limit, % DC: Drive casing, number indicates diameter in inches LP: Pressuremeter Limit Pressure, tsf DM: Drnlfng mod or bentonite slurry OC: Organic Content, % DR: Duller (iniias) PERM: Coefficient ofpemeabnliy (K) test; F - Field; DS: Disturbed sample from auger flights L - Laboratory FA: Flight auger; number indicates outside diameter in inches PL: Plastic Chit, % HA: Hand auger, number indicates outside diameter q,: Pocket Penetrometer strength, tsf (approximate) HSA: Hollow stem auger, number indicates inside diameter in q,: Static cone bearing pressure, tsf itches q": Unconfined compressive strength, psf LG: Field logger (initials) R Electrical Resistivity, ohro-crrs MC: Column used to describe moisture condition of RQD: Rock Quality Designation of Rock Core, in percent samples and for the ground water level symbols (aggregate length of core pieces 4" or more in length as a N (BPF): Standard penetration resistance (N-vaine) in blows per percent of total core run) foot (see nates) SA: Sieve analysis NQ: NO wireline core barrel TRX: Triaxial compression test PQ: PQ wireline core barrel VSR Vane shear strength, remolded (field), psf RD: Rotary drilling with fluid and roller or drag bit VSU: Vane shear strength, undisturbed (field), psf REC: In split -spoon (see notes) and thirwalled tube sampling, the WC: Water content, as percent of dry weight recovered length (in inches) of sample. In rock coring the %200: Percent of material finer than #200 sive length of core recovered (expressed as percent of the total core nm). Zero indicates no sample recovered. STANDARD PENETRATION TEST NOTES REV: Revert drilling thud (Calibrated Hammer Weight) SS: Standard split -spoon sampler (steel; l d" s inside diameter, The standard penetration test consists of driving a split -spoon saTTler 2" outside diameter); unless indicated otherwise with a drop hammer (calibrated weight varies to provide Nw values) and SU Spin -up sarrple from hollow stem auger counting the number of blows applied in each of three 6" increments of TW: ThrfwalledUne; number indicates inside diameter ininches penetration. If the samplers driven less than 18" (usually in highly WASH: Sample of material obtained by screening returning rotary resistant naterial), permitted in ASTM: D1586, the blows for each drilling fluid or by which has collected inside the borehole complete 6" increment and for each partial increment is on the boring log. after "fa0mg" through drilling find For partial increments, the number ofblows is shown to the nearest 0.1' WH: Sampler advanced by static weight ofdril rod and hammer below the slash. WR: Sampler advanced by static weight ofdr>D rod 94rrm 94 millimeter wireline core barrel The length ofsample recovered, as shown on the `REC"column, may be V : Water level directly measured in boring greater than the distance indicated in the N column. The disparity is because the N -vale is recorded below the initial 6" set (unless partial O: Estimated water level based solely on sample appearance penetration defined in ASTM: D1586 is encountered) whereas the length of sample recovered is for the entire sampler drive (which may even extend more than 18'). 01 REP052C (12/08) AMERICAN ENGINEERING TESTING, INC. UNIFIED SOIL CLASSIFICATION SYSTEM AMERICAN a ASTM Designations: D 2487, D2488 ENGINEERING TESTING, INC. Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Grained Gravels More Clean Gravels Cu>4 and I<Cc<3 Soils More than 500/ coarse Less than 5% than 50% fraction retained finesc retained on on No. 4 sieve PI>7 and plots on or above "A" line' No. 200 sieve PI<4 or Vots below "A" line Gravels with Liouid limit -oven dried x_75 OL Fines more Boulders Over 12" than 12% fines c Very Soft Sands 50% or Clean Sands Cobbles more of coarse Less than 5% Soft fraction passes fines° Gravel No. 4 sieve Gravelly 30% - 50% Firm 5 -8 Sands with Sand #200 to #4 sieve Fines more Stiff 9-15 than 12% fines ° Fine -Grained Silts and Clays inorganic Soils 50% or Liquid limit less more passes than 50 Hard the No. 200 Moisture/Frost Condition sieve Peat Description organic (See Plasticity (MC Column) Chan below) D (Dry): Absence of moisture, dusty, dry to Silts and Clays inorganic and is judged to have sufficient organic fines Liquid limit 50 troch. Laminations: La less than Layers W more FiberContent Cu>6 and I<Cc<3` SW Cu<6 and/or 1>Cc>3 SP Fines classify as ML or MH SM Fines classify as CL or CH SC PI>7 and plots on or above "A" line' CL PI<4 or Vots below "A" line ML Liouid limit -oven dried x_75 OL Liquid limit -not dried or organic Liquid limit -oven dried x.75 Liquid Emit - not dried Highly organic Primarily organic matter, d soil in color, and organic in odor PATME ME N noon% a a CH MH graded organic aihKLM.O Elastic silt--- Organic cla organic sihKLM Q Plasticity Chan ABased on the material passing the 3 -in 175 -mm) sieve. If field sample contained cobbles or boulders, or both, add ` with cobbles or boulders, or both" to group name. cGravels with 5 to 12% fines require dual symbols: GW -GM well -graded gravel with silt GW -GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay "Sands with 5 to 12% fines require dual symbols: SW -SM well -graded sand with silt SW -SC well -graded sand with clay SP -SM poorly graded sand with silt SP -SC poorly graded sand with clay (Dso)r aCu = Duo /Dna Cc = Diox Dom, rlf soil contains >15% sand. add -with sand" to group name. °If fines classify as CL -ML, use dual symbol GC -GM. or SC -SM. If fines are organic, add -with organic fines" to group name. 'If soil contains >1 5% gravel, add `With Favel" to group name. If Atterberg limits plot is hatched area soil is a CL -ML silty clay. alf soil contains 15 to 29% plus No. 200 add "with sand" or 'with gravel", whichever is predominant. Llfsoil contains >30% plus No. 210, predominantly sand, add -sandy" to group name. MIf sod contains >30% plus No. 200, predominantly gravel, add "gravelly" to group name. uPl>4 and plots on or above "A" line. 01,I<4 or plots below "A" line. PPI plots on or above "A" line. QPI plots below "A" line. a Fiber Content descriptim shown below. OICLS021 (07/08) AMERICAN ENGINEERING TESTING, INC. ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPI RUN Grain Size Gravel Percentages Consistency of Plastic Soils Relative Density of Non -Plastic Soils Tenn N -Value BPF Tenn N -Value. BPF Term Particle Size Term Percent Boulders Over 12" A Little Gravel 3%-14% Very Soft less than 2 Very Loose 0-4 Cobbles 3" to 12" With Gravel IS% -2906 Soft 2-4 Loose 5-10 Gravel #4 sieve to 3" Gravelly 30% - 50% Firm 5 -8 Medium Dense 11 - 30 Sand #200 to #4 sieve Stiff 9-15 Dense 31-50 Fines (silt & clay) Pass #200 sieve Very Stiff 16-30 Very Dense Greater than 50 Hard Greater than 30 Moisture/Frost Condition layering Notes Peat Description Duganc Descririm Iifno lab tests) Soils aredescribed woman if soil is not peat (MC Column) D (Dry): Absence of moisture, dusty, dry to and is judged to have sufficient organic fines troch. Laminations: La less than Layers FiberContent content to influence the Liquid Limit properties. M (Moist): Damp, although free water not Y" thick of Tenn ( Visual Estimate) S/ierht(v orennic used for borderline cases. visible. Soil may still have a high t differing material differ Root Inclusions water content (over "optimum"). or color. Fibric Peat Greater than 67% With roots: Judged to have sufficient quantity W (Wer/ Free water visible, intended to Hemic Peat: 33-67% of roots to influence the soil Waterbearing): describe non -plastic soils. Lenses: Pockets or layers Sapric Peat: Less than 33% properties. Waterbearing usually relates to greater than ��" Trace roots: Small roots present, but not judged sands and sand with silt. thick of differing to be in sufficient quantity to F (Frozen): Soil frozen material or color. significantly affect soil properties. OICLS021 (07/08) AMERICAN ENGINEERING TESTING, INC. AMERICAN ENGINEERING TESTING, INC. I `j I r- --I = B -12A, eA L�10 1J `J G —J \6 40 SM i - 7 -j �f f`rl`I1 l B -9A ` C _ -i 1 firer — B -11A -I I I I mm I I I "(I 1B I I Itt +!a loth- 1+z , ura T -,\ 6A 6 B -7A I 6� B 8A I L_J I I I zsuas I B -4A : B -5A _ I - v I T C -I g B9) B- C- I I t6. S BOIL -DING - 45,200 S.F. N - QQFFICE / 6,584 S.F_ , - N = WAREHOUSE / 38,516 0D FL - OFFICE / 13,627 S.F. +89ak _ _ _ _ -- — PROJECT IDI Distributors Addition AET JOB NO. Chanhassen, Minnesota 20-14527 SUBJECT Approximate Boring Locations DATE August 2016 SCALE DRAWN BY CHECKED BY None JPB AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -I A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Elevation Surface Elion 952.8 GEOLOGY' SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#2 FEET MATERIAL DESCRIPTION V MC TYPE IN. FILL, mostly sandy lean clay, slightly organic, a FILL little gravel, trace roots, dark brown and black 1 DS 19 2 FILL, mostly clayey sand, a little gravel,a !� Y 3 5 M SS 6 14 4 FILL, mixture of sandy lean clay and clayey sand, a little gravel, brown and gray 5 4 M SS 6 18 6 7 8 7 M SS 10 20 9 SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, fum (CL) 10 II 7 M SS 18 22 SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown, stiff (CL) 13 11 M SS 18 22 la SANDY LEAN CLAY, a littlevel, !� gmY. a little brown and dark brown, very stiff (CL) 15 19 M SS 16 18 16- 6l7la 17- 18— CLAYEY SAND, a littlevel, mY> v ery stiff (SC) 19— 20 19 NI SS 18 17 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-19/z 3.2$„ HSA DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED SHEETS FOR AN 7/7/16 10:01 21.0 19.5 21.0 None EXPLANATION OF BORING COMPLETED: 7/7/16 TERMINOLOGY ON THIS LOG DR: SHS LG: CD Rig: 70 03/2011 01-DHR-060 AMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. AET No: 20-14527 Log of Boring No. B -2A (p. 1 of 1) Project: IDI Distributors Addition: Chanhassen MN DEPTH Surface Elevation 954.0 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL 204 FEET MATERIAL DESCRIPTION N MC TYPE IN. FELL, mostly clayey sand with organic fines, a FILL little gravel, dark grayish brown 1 DS 16 2 FILL, mixture of sandy lean clay and clayey sand, a little gravel, brownish gray 6 %I SS 10 22 3 4- 5— 10 M SS 12 20 6- 7- 7S 10 NI SS 10 16 8— 9 SANDY LEAN CLAY, a little gravel, brown, a TILL little gray, stiff (CL) 18 9 M SS 14 20 II 12 10 M SS 18 20 13 14 CLAYEY SAND, a littlevelbrown, wn, a little gray, stiff(SC) 15 15 M SS 16 21 16- 17 IS SANDY LEAN CLAY, a littlevel, Sr'a SaY> a little brown and light gray, stiff (CL) 19 20- 11 M SS 18 20 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO THE ATTACHED DATE TIME SAMPLED CASING CAVE-IN LEVEL 0-19'/i 3.25" HSA FLUID LEVEL 7/6/16 12:17 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF COMPLETED: 7/6/16 TERMINOLOGY ON THIS LOG DR SHS LG: CD Rig: 70 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG ALT No: 20-14527 Log of Boring No. B -3A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 952.8 GEOLOGY SAEE RE FIELD & LABORATORY TESTS DEN LL PL o-#2 FEET MATERIAL DESCRIPTION N MC TYPWC INC FILL, mostly clayey sand, a little gravel, trace FILL roots, dark brown 1 DS 11 2 FILL, mostly sandy lean clay, a little gravel, gray and brown 5 M SS 18 19 3 4 SANDY LEAN CLAY, a little gravel, trace TILL OR roots, brown and gray mottled, stiff (CL) FILL 5 (possible fill) 12 M SS 18 19 6- 7- 7S 13 M SS 16 26 8- 9 SANDY LEAN CLAY, a little gravel, brown, a TILL little light tan, very stiff (CL) t0 18 M x SS 18 19 11 - SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown and dark brown, very stiff (CL) 18 M SS 18 19 13 14- 15 15 M SS 16 19 16- 17 18 CLAYEY SAND, a little gravel, gray, very stiff (SC) 19 20 18 M SS 18 17 2t END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF 0-19'/z' 3.25" HSA DATE TAE SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL 7/1/16 1:32 21.0 19.5 20.8 None COMPLETED: 7/1/16 TERMINOLOGY ON THIS LOG DR: JM LG: SHS Pig: 70 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -4A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH IN Surface Elevation 953.6 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL /o-#201 FEET MATERIAL DESCRIPTION N MC TYPE IN. FILL, mostly sandy lean clay, slightly organic, a FILL little gravel, pieces of brick, dark brown and gray 1 DS 21 2 FILL, mixture of sandy lean clay and clayey sand, a little gravel, brown and gray 10 M SS 12 13 3 4 CLAYEY SAND, a little gravel,grayish brown TILL OR mottled, a little light tan and brown, stiff to firm FILL 5 (CL) (possible fill) 12 M x SS 12 18 6- 7- 8- 18 M SS 14 18 9 CLAYEY SAND, a little gravel, brown and gray TILL mottled, a little dark brown, stiff (SC) 10 15 M SS 16 19 Il SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown and dark brown, very stiff 13 (CL) 18 M SS 18 20 14- 15 16 M SS IS 19 16 17- 18 CLAYEY SAND, a littleavelbrown, gr , a little gray and dark brown, very stiff (SC) 19 20 26 M SS 18 19 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-19%z' 3.25' HSA DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THEATTACHED 7/6/16 1:25 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON COMPLETED: 7/6/16 DR: $HS LG: CD Rig: 70 THIS LOG 03/2011 0 1-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -5A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 953.2 GEOLOGti S FIELD & LABORATORY TESTS WC DEN LL PL/,#204 FEET MATERIAL DESCRIPTION N %IC TYPEE INC FILL, mostly clayey sand, a little gravel, trace FILL roots, dark brown l DS 18 2 FELL, mixture of sandy lean clay and clayey sand, a little gravel, pieces of bituminous, dark 9 M SS 16 17 3 brown, gray and brown 4 FILL, mostly clayey sand, a little gravel, trace roots, brown, gray and dark brown 5 9 M SS 14 19 6 FILL, mostly sandy lean clay, a little gravel, gray 7 and brown, a little dark brown 8 7 M SS 16 19 9 FILL, mostly clayey sand, brown and gray 17 10 9 M SS 18 LEAN trace roots, gray, a little brown, FINE CLAY, ( ) ALLUVIUM 30 Il _ SILTY SAND, a little gravel, fine to medium : COARSE 12 grained, greyish brown, wet, loose (SM) ALLUVIUM 13 7 W SS 18 14- 15 7 W SS 18 16- 17 15 SANDY LEAN CLAY, a little gravel, brownish TILL gray, stiff (CL) 19 20 14 W SS 8 20 2l END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0.19'/:' 3.25" EISA DATE TIME SAMPLED DEPTH DEPTH FLUID LEVEL LEVTEEL T� ATTACHED SHEETS FOR AN 7/1/16 11:40 13.5 12.0 12.0 11.0 7/1/16 11:50 21.0 19.5 20.0 18.7 EXPLANATION OF HORINU COMPLETED: 7/1/16 7/1/16 12:00 21.0 19.5 19.7 18.4 TERMINOLOGlON DR: JM LG: SEES Rig: 70 THIS LOG 03/2011 01-DHR-060 AFRICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -6A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DIN Surface Elevation 952.6 GEOLOGY SEE IAC FIELD & LABORATORY TESTS WC DENLL Pl, /o-#201 FEET MATERIAL DESCRIPTION N MC FILL, mostly lean clay with sand, slightly FILL organic, trace roots, dark brown 19 1 7 M SS 20 FILL, mostly sandy lean clay, a little gravel and sand, trace roots, dark gray and light gray 19 2 FILL, mostly sandy lean clay, a little gravel, slightly organic, trace roots, dark brown 7 M SS 16 19 3 4- 5- 513 13 M SS 10 21 6 FILL, mostly clayey sand, trace roots, dark 7 brown 8 18 M SS 12 15 9 SANDY LEAN CLAY, a little gravel, gray and TILL brown mottled, a little dark brown, stiff to very l0 —tiff (CL) 9 M SS 10 21 CLAYEY SAND, a little gravel, gray, very stiff I1 SC) LEAN CLAY WITH SAND, a little gravel, gray 12 (CL) SANDY LEAN CLAY, a little gravel, light 7 M SS 14 20 13 brown and light gray mottled (CL) 14 CLAYEY SAND, a little gravel (SC) 15 17 M SS 18 18 16 17 18 SANDY LEAN CLAY, a little gravel, may' very stiff (CL) 19 20 20 M SS IR 19 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO „ 0.19/z 3.25 HSA DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED 7/1/16 9:03 21.0 19.5 20.7 None SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON BORMG COMPLETED: 7/1/16 DR: ,IM LG: SHS Rig-, 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -7A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, NIN IN Surface Elevation 952.7 GEOLOGY SAMPLE FIELD & LABORATORY TESTS DEN LL PL /,#201 FEET MATERIAL DESCRIPTION N MC TYPWC INC FILL, mostly clayey sand, a little gravel, trace FILL roots, dark brown 10 I 13 M SS 18 12 2 FILL, mixture of sandy lean clay and clayey sand, a little gravel, trace roots, brown, dark 13 M SS 12 16 3 brown and gray a FELL, mostly sandy lean clay, a little gravel and silty sand, slightly organic, dark brown, black 13 5 and gray 21 M SS 18 19 6 FILL, mostly clayey sand, brown, a little gray 7 7 M SS 16 18 8 9 LEAN CLAY WITH SAND, brown, a little gray FINE and light gray, firm (CL) ALLUVIUM o OR WEATHERS 8 M SS 18 21 11 TILL CLAYEY SAND, a little gravel, brown and gray TILL 12 mottled, firm (SC) 8 M SS 18 19 13 14 SANDY LEAN CLAY, a little gravel, a little gray and dark brown, stiff (CL) 15 9 M X SS 16 24 16— 17 18 SANDY LEAN CLAY, a little gravel, may' a little brown, very stiff (CL) 19 20 17 M SS IR 19 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0.19'/:' 3.25" HSA DATE TIME SAMPLED P EHCDPDIDELEVEL DPT ETH FLUID DRILLING WATER THE ATTACHED 7/1/16 9:55 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON BUKINU COMPLETED: 7/1/16 DR_- JM LG: SHS Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AFT No: 20-14527 Log of Boring No. B -8A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN INP'1"t1 Surface Elevation 952.9 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL P 20 FEET MATERIAL DESCRIPTION N MC TYT'E IN. FILL, mostly clayey sand, a little gravel, trace FILL roots, gray and brown to dark brown 6 24 M SS 24 FILL, mostly clayey sand, a little gravel, pieces of bituminous, trace roots, brown, dark brown 12 2 and gray 3 11 M SS 12 12 a S 8 M SS 16 15 6 FILL, mostly sandy lean clay, a little gravel and 7 clayey sand, trace roots, brown and dark gray 8 10 M SS 10 18 9 LEAN CLAY IATTH SAND, gray, a little brown WEATHERS and dark brown, stiff (CL) TILL OR 10 Il FINE ALLUVIUM 9 M SS 18 22 SANDY LEAN CLAY, a little gravel, brown. a TILL 1 little dark brown and gray mottled, stiff (CL) 13 11 M SS 18 21 14 SANDY LEAN CLAY, a little gravel, grayish brown, a little brown, stiff (CL) 15 15 WIM SS 16 21 16 17 18 CLAYEY SAND, a littleavel, gr gray, stiff (SC) 19- 20 13 M x SS 18 17 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-19/z' 3.25" HSA DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED 7/1/16 10:42 16.0 14.5 16.0 None SHEETS FOR AN 7/1/16 10:48 21.0 19.5 20.7 None EXPLANATION OF B COMPLETED7/1/16 : 7/1/16 10:53 21.0 19.5 20.7 None TERMINOLOGY ON DR: JM LG: SHS Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -9A (p• 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH IN Surface Elevation 947.8 GEOLOGY SAMPLE PEC FOLD & LABORATORY TESTS WC DEN LL PL o-#2 FEET MATERIAL DESCRIPTION N MC TYPE IN. FILL, mostly sandy lean clay, slightly organic, a FILL. Little gravel, trace roots, dark brown and black 20 I 7 M SS 14 FILL, mostly sandy lean clay, a little gravel, trace roots, brown, a little gray and dark brown 18 z 3 15 M SS 12 17 4 SANDY LEAN CLAY, a little gravel, may, a T HEREE little brown and light stiff (CL) TILL 5gray, 10 M SS 16 22 6 SANDY LEAN CLAY, a little gravel, brown TILL 7 and gray mottled, firm to stiff (CL) 8 8 M SS 16 17 9 10 II 8 M SS 16 19 12- 13 10 M SS 14 21 14 SANDY LEAN CLAY, a little gravel, brown, stiff 15 10 M SS 18 19 16 17 16 CLAYEY SAND, a little gravel, gray, very stiff (SC) 19 20 16 M SS 18 16 21 END OF BORING DEPTH: DRILLINGMETHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-19'/i 3.25" HSA DATE TIME SAMPLED DEPTH CAVE-IN FLUID DRILLING LEEVEEL THE ATTACHED SHEETS FOR AN 7/7/16 8:52 21.0 19.5 21.0 None EXPLANATION OF BUFUNU COMPLETED: 7/7/16 TERMINOLOGY ON rTHIS DR SHS LG CD Ri . 70 T_ LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -10A (p. 1 of 2) Project: IDI Distributors Addition; Chanhassen, MN IN Surface Elevation 961.1 GEOLOGY SEE 1MC LD & LABORATORY TESTS rwc DEN LL PL 642 FEET MATERIAL DESCRIPTION N MC FILL, mostly clayey sand, a little gravel, trace FILL roots, brown and gray 12 1 14 M SS 18 14 2 FILL, mostly clayey sand, a little gravel, trace roots, gray, a little light gray 18 M SS 18 12 3 4 FILL, mostly clayey sand, a little gravel, gray, a little brown 5 13 M SS 16 15 6 7- 8— II %l SS 16 19 9- 107 10- 7 M SS 12 19 I1 12- 15 FILL, mostly sandy lean clay, a little gravel, 7 M SS 12 13 brown, a little gray l9 14 FILL, mostly organic clayey sand, a little gravel and sandy lean clay, trace roots, dark brown and 17 15 black 9 M SS 12 TILL 13 CLAYEY SAND, a little gravel, trace roots, 16 brown, a little gray and light gray, stiff (SC) SANDY LEAN CLAY, a little gravel, brown 17 and gray mottled, a little light gray, stiff to firm to very stiff (CL) 14 M SS 18 18 18 19 20 8 N[ SS 18 20 21 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 24'/:' 3.25" HSA DATE TIME S`p�EPTLDEEEL DEPT14DPTH DEH FLUIDVL LV THE ATTACHED0 6/30/16 1:03 26.0 24.5 26.0 None SHEETS FOR AN EXPLANATION OF BORING COMPLETED: 6/30/16 TERMINOLOGY ON THIS LOG DR: JM LG: SHS Rig: 70 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -10A (p. 2 of 2) Project: IDI Distributors Addition; Chanhassen, MN DIN GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 FEET MATERIAL DESCRIPTION N MC TYPE IN. SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little tight gray, stiff to firm (continued) 23 to very stiff (CL) (continued) 24- 25 16 M SS IS 18 26 END OF BORING i i 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AEF No: 20-14527 Log of Boring No. B-1 IA (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN IPI'Fi Surface Elevation 908.5 GEOLOGY" SAMPLE RIC FIELD & LABORATORY TESTS WC DEN LL PL o-#20 FEET MATERIAL DESCRIPTION N MC TYPE IN. FILL, mostly sandy lean clay, slightly organic, a FILL little gravel and clayey sand, dark brown 1 6 M SS 10 21 2- 3— 13 M SS 18 15 4 FILL, mostly sandy lean clay, slightly organic, trace roots, black, a little gray 5 12 M SS 18 28 6 7- 8— 8 M SS 12 25 9 10- II 9 M SS 10 21 12 13 20 M SS 18 17 14 LEAN CLAY WITH SAND, a little gravel, TILL grayish brown, a little brown, stiff (CL) 15 11 M SS 18 24 16 17 IS 19 SANDY LEAN CLAY, a little gravel, brown and gray mottled, stiff (CL) 20 Il M SS 18 23 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-19V2' 3.25' HSA DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED 6/30/16 11:36 21.0 19.5 21.6 None SHEETS FOR AN EXPLANATION OF D: 6/30/16TERMINOLOGY M ON LG: SHS Rig: 70 THIS LOG 03/2011 O 1-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -12A (p. 1 of 2) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 960.6 GEOLOGY ST�YPEE MATERIAL FIELD & LABORATORY TESTS WC DEN LL PL o-#2 FEET DESCRIPTION N MC INC FILL, mostly sandy lean clay, slightly organic, a FILL little gravel and clayey sand, trace roots, dark 1 brown, black, a little gray 8 M SS 12 17 2- 3 8 M SS 10 20 4 - 7 M SS 14 21 6- 7— 9 M SS 12 19 8- 9— 9 M SS 16 17 10- 11 8 M SS 16 27 12 13 18 M SS 18 28 14 SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little fight gray, stiff to very 15 stiff (CL) 12 M SS 16 21 16 17 16 M SS 24 18 18 SANDY LEAN CLAY, a little gravel, brown and gray mottled, stiff (CL) 19 ll M SS 24 21 20 SANDY LEAN CLAY, a little gravel, brown and gay mottled' stiff (CL) 21 9 M SS 24 20 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO THE ATTACHEDPLED 0-34%' 3.25" HSA DATE TIME SAMPLED MHCEMLEVEWETER DH FUD LL IL 6/30/16 10:30 36.0 34.0 36.0 None SHEETS FOR AN EXPLANATION OF BORING COMPLETED: 6/30/16 TERMINOLOGY ON DR: JM LG: SHS Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -12A (p. 2 of 2) Project: IDI Distributors Addition; Chanhassen, MN DEPTH FIELD & LABORATORY TESTS IN GEOLOGY' ,� MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL/o-#201 SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little dark brown, stiff (CL) (continued) 23 11 M SS 24 20 24 25 11 M SS 24 20 26 SANDY LEAN CLAY, a little gravel, grayish brown, a little brown, stiff, laminations of sandy 2 silt (CL) 10 M SS 24 20 28 29 13 M SS 24 19 30 SANDY LEAN CLAY, a little gravel, gray, stiff to very stiff (CL) 31 15 M SS 24 16 32 33 22 M SS 24 17 34 35 17 M SS 24 17 36 END OF BORING 03/2011 01-DHR-060 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Appendix B Geotechnical Report Limitations and Guidelines for Use Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. 20-14527 B.1 REFERENCE This appendix provides information to help you manage your risks relating to subsurface problems which are caused by construction delays, cost overruns, claims, and disputes. This information was developed and provided by ASFE', of which, we are a member firm. B.2 RISK MANAGEMENT INFORMATION B.2.1 Geotechnical Services are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one, not even you, should apply the report for any purpose or project except the one originally contemplated. B.2.2 Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. B.2.3 A Geotechnical Engineering Report is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific factors when establishing the scope of a study. Typically factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes, even minor ones, and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. B.2.4 Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. 1 ASFE, 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733: www.asfe.ore Appendix B — Page I of 2 AMERICAN ENGINEERING TESTING, INC Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. 20-14527 B.2.5 Most Geotechnical Findings Are Professional Opinions Site exploration identified subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. B.2.6 A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. B.2.7 A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. B.1.8 Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognizes that separating logs from the report can elevate risk. B.2.9 Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In the letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. B.2.10 Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their report. Sometimes labeled "limitations' many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. B.2.11 Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else. Appendix B - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC A� isv ENGumm c UsTim, INTI. CONSULTANTS • ENVIRONMENTAL • GEOTECHNICAL • MATERIALS • FORENSICS www.amengtest.com A CO REPORT OF GEOTECHNICAL EXPLORATION AND REVIEW Proposed Addition I.D.I. Distributors 8303 Audubon Road Chanhassen, Minnesota Date: August 25, 2016 Prepared for: Eden Trace Corporation 8821 Sunset Trail Chanhassen, MN 55317 Report No. 20-14527 AMERICAN ENGINEERING TESTING, INC. August 25, 2016 Eden Trace Corporation 8821 Sunset Trail Chanhassen, MN 55317 Attn: W. Mark Undestad RE: Geotechnical Exploration and Review Proposed Addition I.D.I. Distributors 8303 Audubon Road Chanhassen, Minnesota Report No. 20-14527 Dear Mr. Undestad: CONSULTANTS • ENVIRONMENTAL • GEOTECHNICAL • MATERIALS • FORENSICS American Engineering Testing, Inc. (AET) is pleased to present the results of our subsurface exploration program and geotechnical engineering review for the proposed I.D.I. Distributors Addition. These services were performed according to our proposal dated June 22, 2016. We are submitting this report as an electronic pdf copy. If you also would like hard copies sent, please contact me. Please contact me if you have any questions about the report. I can also be contacted for arranging construction observation and testing services during the earthwork phase. Sincerely, America Engineering Testing, Inc. /J/ay P. Brekke, PE Senior Engineer Phone: (651) 789-4645 ibrekke(a),amengtest.com Page i 550 Cleveland Avenue North I St. Paul, MN 55114 Phone 651-659-90011 Toll Free 800-972.6364 Fax 651-659-1379 1 www.amengtest.com I AAIEEO This document shall not t>e reproduced. except in full, without written approval from Amencan Engineenng Testing. Inc. Report or Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25, 2016 Report No. 20-14527 AMERICAN ENGINEERING TESTING, INC. SIGNATURE PAGE Prepared for: Eden Trace Corporation 8821 Sunset Trail Chanhassen, Minnesota 55076 Attn: Mr. Mark Undestad Authored by: Jay P. Brekke, PE Senior Engineer I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under Minnesota Statute Section 326.02 to 326.15 Name: Jay P. Brekke Date: r V40 License #: 25631 Copyright 2016 American Engineering Testing, Inc. All Rights Reserved Prepared by: American Engineering Testing, Inc. 550 Cleveland Avenue North St. Paul, Minnesota 55114 (651) 659-9001/www.amengtest.com Reviewed by: A -v Thomas P. Venema, PE Principal Engineer Unauthorized ase or copying of this document is strictly prohibited by anyone other than the client for the specific project. Page ii Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanbassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. TABLE OF CONTENTS STANDARD SHEETS Excavation and Refilling for Structural Support Floor Slab Moisture/ Vapor Protection APPENDIX A — Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 - Boring Locations Subsurface Boring Logs APPENDIX B — Geotechnical Report Limitations and Guidelines for Use Page iii 1 1.0 INTRODUCTION.............................................................................1111.....11..1..1...................... 1 2.0 SCOPE OF SERVICES............................................................................................................ INFORMATION 1 3.0 PROJECT ......................................................................1111........................... Information 2 3.1 Available Geotechnical ..................................................................................... 4.0 SUBSURFACE EXPLORATION AND TESTING................................................................ 3 3 4.1 Field Exploration Program .................................................................................................... Testin •••."""""""" 3 4.2 Laboratory CONDITIONS 3 5.0 SITE ................................................................................................................. 3 5.1 Surface Observations............................................................................................................. 5.2 Subsurface Soils/Geology4 4 5.3 Groundwater ... ....................................................................................................................... 5 5.4 Review of Soil Properties...................................................................................................... 6 6.0 RECOMMENDATIONS.......................................................................................................... 7 6.1 Building Gradin Foundation Design 8 6.2 ................................................................................................................. Slab Design 6.3 Floor .................................................................................................................10 Exterior Backfilling 6.4 ............................................................................................................. 6.5 Exterior Underground Utility Construction......................................................................... 11 11 6.6 Pavements............................................................................................................................ 14 6.7 Infiltration Rate Comments................................................................................................. 7.0 CONSTRUCTION CONSIDERATIONS.............................................................................. 15 15 7.1 Potential Difficulties............................................................................................................ 15 7.2 Excavation Backsloping...................................................................................................... 7.3 Observation and Testing16 16 ... 8.0 LIMITATIONS............................................................................................. ....................... STANDARD SHEETS Excavation and Refilling for Structural Support Floor Slab Moisture/ Vapor Protection APPENDIX A — Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 - Boring Locations Subsurface Boring Logs APPENDIX B — Geotechnical Report Limitations and Guidelines for Use Page iii Report or Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 1.0 INTRODUCTION An addition is planned on the north side of the existing I.D.I. Distributors Building located at 8303 Audubon Road in Chanhassen, Minnesota. To assist with planning and design, Eden Trace Corporation authorized American Engineering Testing, Inc. (AET) to conduct a subsurface exploration program at the site, conduct soil laboratory testing, and perform a geotechnical engineering review for the project. This report presents the results of these services, and provides our engineering recommendations based on this data. 2.0 SCOPE OF SERVICES AET's services were performed according to our proposal dated June 22, 2016. The final authorized scope consists of the following: • Drilling 12 standard penetration test borings to depths ranging from 20 to 36 feet below grade; • Performing routine soil laboratory testing; and, • Conducting a geotechnical engineering analysis based on the gained data and preparation of this report. These services are intended for geotechnical purposes. The scope to explore for the presence of environmental contamination was limited to our field crew noting any visual or olfactory evidence in the soils samples. 3.0 PROJECT INFORMATION An addition is planned on the north side of the existing I.D.I. Distributors Building. The existing building is an office/warehouse structure for distribution of building insulation products. The structure has a main floor for warehouse space and offices, and a second level for offices. The building is supported on spread footings with a structural/architectural precast panel exterior. The building was constructed in late 2008 and we understand that the structural integrity of the existing building is satisfactory. The new addition will extend to the north of the existing building. The precast panel north wall of the existing building will remain in place. There will be new precast walls on the east, north Page 1 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. and west walls of the new addition. The interior frame will be structural steel. The floor slab will be set at an elevation of approximately 953 feet to match the existing building. The building addition will cover a footprint of 26,962 feet. The main floor will consist of warehouse space covering 18,407 square feet, and office space covering 8,555 square feet. A second level office of 8,555 square feet will be constructed over the main floor office. We have not been provided with structural details, but for the purposes of this report we are assuming wall loads of about 1 to 4 kips per linear foot and maximum column loads of about 100 kips. We estimate live floor loads of less than about 200 pounds per square foot. These loads should be confirmed when a structural engineer is part of the design team. New parking will be provided to the north of the building addition. There is also an infiltration basin proposed at the north end of the parking area. Our foundation design assumptions include a minimum factor of safety of 3 with respect to localized shear or base failure of the foundations. We assume the structure will be able to tolerate total settlements of up to 1 inch, and differential settlements over a 30 foot distance of up to '/2 inch. The above stated information represents our understanding of the proposed construction. This information is an integral part of our engineering review. It is important that you contact us if there are changes from that described so that we can evaluate whether modifications to our recommendations are appropriate. 3.1 Available Geotechnical Information AET performed a geotechnical exploration for the existing building in 2007 (AET Report No. 22-00135 dated November 27, 2007). In our report, we recommended supporting the building on conventional spread footings after performing soil correction to remove and replace the existing fill and any other unsuitable soils. It is our understanding that the site grading for the existing building and the proposed addition area was performed in 2008. We have reviewed Google Earth aerial photos from 2008 and 2009. The photo from September 2008 shows grading operations over the existing building and most of the addition footprint. Grading at the northwest comer of the addition footprint appeared to be Page 2 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. incomplete as some vegetation was visible. The photo from 2009 shows the completed building. AET performed the construction testing for the existing building (AET Project No. 22-00135.2) and may, or may not have, performed construction testing of the grading for the proposed addition. We have not been able to locate records from the construction testing to review what was done in the addition area. If any records of fill placement for the addition are found, please contact us to review our recommendations. 4.0 SUBSURFACE EXPLORATION AND TESTING 4.1 Field Exploration Program The subsurface exploration program conducted for the project consisted of 12 standard penetration test borings drilled between June 30 and July 7, 2016. The logs of the borings and details of the methods used appear in Appendix A. The logs contain information concerning soil layering, soil classification, geologic description, and moisture condition. Relative density or consistency is also noted for the natural soils, which is based on the standard penetration resistance (N -value). The approximate boring locations are shown on Figure 1 in Appendix A. We located the borings in the field by measuring from the existing building using dimensions scaled from the site plan provided. Our drill crew determined the ground surface elevations at the borings using an engineer's level referenced to the floor slab of the existing building. According to the preliminary site plan prepared by Sambatek the floor slab is at an elevation of approximately 953 feet. 4.2 Laboratory Testing The laboratory test program included visual and manual classification of the soil samples along with water content testing of selected samples. The test results appear in Appendix A on the boring logs adjacent to the samples upon which they were performed. 5.0 SITE CONDITIONS 5.1 Surface Observations At the time of drilling the south side of the site was occupied by the existing building. The area of the proposed addition was a relatively level lawn area and paved entrance drive. Most of the area north of the proposed addition is a berm which we understand was placed in 2008 or prior to Page 3 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 2008 and consists mostly of stripped topsoil. The topsoil is from the existing building construction and also from other sites. The berm was covered with grass and weeds and was about 10 feet in height. Borings B-1OA, B -I IA, and B -12A were drilled on top of the berm. The elevations at our 12 borings ranged from 961.1 to 947.8 feet. 5.2 Subsurface Soils/Geology At our three borings drilled on the berm, we found about 14 to 15 feet of fill (which corresponds to elevations ranging from about 9441/2 to 946V2 feet). These elevations are consistent with the ground surface from previous topography information based on a survey prepared by Schoell and Madson, Inc. in 1999. We have this plan from our previous geotechnical information. At the remaining borings, fill or possible fill was found to depths ranging from about 4 to 9 feet below grade (which corresponds to elevations ranging from about 945 to 943.6 feet). Again, review of the topography information from 1999 and our previous borings in 2007 (some of which were drilled in the addition footprint) indicate that these elevations are generally consistent with the previous ground surface elevations. Our previous borings drilled in the addition area found about 4 feet of mixed sand and clay fill to about elevation 943. The fill in the berm area consisted of sandy lean clay and clayey sand, much of which contained organics. The fill and possible fill in the remaining borings (B-lA to B -9A) consisted of sandy lean clay and clayey sand. Typically, the upper 1 to 2 feet in Borings B -IA to B -9A contained organics. These borings were drilled in lawn areas (Boring B -9A was drilled in a brush area) and this could be the graded topsoil zone. Most of the fill and possible fill below 1 to 2 feet at Borings B -IA to B -9A did not contain significant amounts of organics, however traces of roots were common and some zones of slightly organic soils were present. Underlying the fill and possible fill, we found predominantly glacial rill soils. At Boring B -5A, layers of fine alluvium and coarse alluvium were also found. 5.3 Groundwater Most of the on-site soils are relatively slow draining and an extended period of time would be required for groundwater to reach equilibrium in the boreholes. A measurable groundwater level was found in only one of our borings. We measured groundwater at about 11 feet below grade in Boring B -5A just above a layer of coarse alluvial silty sand. The measured water level corresponds to an elevation of about 942.2 feet. The survey indicates a wetland in the northeast Page 4 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. comer of the property, with ground surface elevations of about 939 to 942 feet. In our opinion, the water level measured in Boring B -5A likely represents the approximate hydrostatic groundwater level on the date of drilling. A discussion of the water level measurement methods is presented in Appendix A. Please note that groundwater levels will not remain stable. Groundwater levels fluctuate due to varying seasonal and annual rainfall and snow melt amounts, as well as other factors. 5.4 Review of Soil Properties 5.4.1 Fill Most of the fill at our borings in the proposed addition area typically had moderate N -values and are judged to have moderate strength, and would not be significantly compressible under anticipated foundation loads. Some of the fill (see Boring B-1 A) had N -values below about 7 and depending on their depth below the new footings and the footing loads, could be compressible under foundation loads. The fill soils are judged to be slow draining and moderately high in frost susceptibility. 5.4.2 Fine Alluvium The fine alluvial soils are judged to be moderate strength materials and are not significantly compressible under anticipated foundation loads. The fine alluvial soils are judged to be slow draining and moderately frost susceptible. 5.4.3 Coarse Alluvium The coarse alluvial soils are judged to be moderate strength materials and are not significantly compressible under anticipated foundation loads. The coarse alluvial soils are judged to be moderately fast draining and at least moderately frost susceptible if exposed to freezing temperatures. 5.4.4 Glacial Till The glacial till soils are judged to have moderate strength and are not judged to be significantly compressible under anticipated foundation loads. The glacial till soils are judged to be slow draining and would be moderately frost susceptible if exposed to freezing temperatures. Page 5 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 6.0 RECOMMENDATIONS Based on the soil conditions found in our borings, our understanding of the past grading activities and on the design information that is available, it is our opinion that after proper site preparation the proposed addition can be supported on conventional spread footing foundations. Details of our recommendations are given below. In the planned addition area we found fill and possible fill to about 9 to 10 feet below grade. Some level of observation and testing may have been done during the placement of the existing fill in 2008, but no records are available. If any records are found, please contact us to review our recommendations. Often, we recommend that fill soils, for which records of placement are not available, not be relied on for building support. However, with the exception of the upper 1 to 2 feet of soils containing organics, the majority of the fill at our borings appears suitable for support of the proposed building on conventional spread footings and the floor slab on grade. The exception may be at Boring B -1A, where an N -value of 4 was recorded at about 5 feet below grade. It is our opinion that the majority of the existing fill can be relied upon for support, but there may be some local correction necessary. In order to further assess the existing fill soils, we recommend performing a partial subcut below all of the footings. Under perimeter footings, we recommend subcutting to a minimum of 2 feet below planned bottom of footing, and under interior column pads we recommend subcutting to a depth below the footing equal to '/2 the footing width. Following subcutting, the exposed soils should be observed and tested by a geotechnical engineer/technician. New compacted fill can then be placed to the bottom of footing elevation. The excavated non-organic soil can be reused as backfill provided it is at the proper moisture content. Assessment of the fill quality should also be carried out by observation of sidewalls in all of the footing trenches. Note that with the approach of relying on existing fill, the owner needs to accept a greater than normal risk of foundation and floor settlement (greater than the stated tolerance levels) due to the inherent variability of fill. Fill soils don't have the benefit of the time and uniformity of geologic processes, and accordingly, are typically much more variable than naturally -occurring soils. Details or our recommendations are given below. Page 6 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 6.1 Building Grading 6.1.1 Excavation Preparation of the building pad should include stripping the vegetation and near surface soils containing significant amounts of organics. We anticipate a typical stripping depth of about 1 to 2 feet will be required based on the borings. As discussed in section 6.0, under footings we recommend performing a partial subcut to assess the existing fill. We recommend subcutting to a minimum of 2 feet below planned bottom of perimeter footings, and to a depth below the interior column pads equal to '/2 the footing width. The lateral zone of stripping/subcutting should be extended out horizontally at least 1 foot from the outside edges of footings for every foot of fill required below the base of the footings (i.e., 1:1 lateral oversize). Prior to placing new fill or concrete, the exposed soils should be observed and tested by a geotechnical engineer/technician. Any organic, wet/soft or other unsuitable soils as determined by the geotechnical engineer/technician should be additionally subcut. The actual required depths of subcutting will need to be determined during earthwork. Because of the unknown depths and lateral extent of the subcutting that will be needed, we recommend that the earthwork contract include a unit price line item for extra soil correction required beyond what is estimated. 6.1.2 Fill Placement and Compaction The on-site non-organic sandy lean clay and clayey sand soils would be suitable for reuse as fill provided they do not contain rubble, debris, cobbles or boulders. Excepting the upper 1 or 2 feet, most of the soils found in borings drilled in the addition area appeared suitable for reuse as new fill. The majority of the soils found at our three borings in the existing berm did not appear suitable for reuse. The soils found in Boring B -10A however, did appear to be mostly suitable for reuse. Separation of the reusable soils from unsuitable soils in the berm may not be feasible; this could be better assessed with test pits. The fill soils must be placed at moisture contents that will allow the soils to be compacted to the specified levels. We recommend clayey soils be moisture conditioned to within -2 to +3 percentage points of the optimum water content as determined by the Standard Proctor dry density (ASTM: D 698) before placement. Drying of the on-site clayey soils will likely be required. This will require favorable weather conditions (warm and dry). Page 7 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Where imported fill is required, we recommend a granular soil with less than 12% passing the No. 200 sieve (such as Mn/DOT 3149.2132) having no gravel larger than 3 inches. If the contractor proposes a different type of fill, a sample should be submitted to the Geotechnical Engineer for approval. The building pad fill should be placed in thin lifts and compacted to at least 98% of the maximum Standard Proctor dry density (ASTM: D698). The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. Please refer to the standard data sheet at the end of this report entitled "Excavation and Refilling for Structural Support" for general information regarding excavation and fill placement for foundation support. 6.2 Foundation Design After the site preparation described above, the building can be supported on conventional spread footing foundations bearing on the existing fill and new compacted fill. We recommend that perimeter foundations for heated building areas bear at a minimum depth of 42 inches below exterior grade for frost protection. Additional protection from frost penetration can be obtained by placing the footings at a depth of 48 inches below grade. Interior foundations in heated areas can be placed directly below the floor slab. The bottoms of exterior foundations (those foundations not bordering heated building areas) should be extended to a minimum depth of 60 inches below exterior grade, because deeper frost penetration can occur away from the heated building. Based on the conditions found in our borings, and assuming that our recommended grading/compaction procedures in Section 6.1 are followed, it is our opinion that the footings may be proportioned for a maximum net allowable soil bearing capacity of 2,500 pounds per square foot. This is also the bearing pressure that was recommended for the existing building foundations. Our foundation design assumptions include a minimum factor of safety of 3 with respect to localized shear or base failure of the foundations. Page 8 of 16 Report or Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Please note that settlement of the existing building has probably already occurred. Therefore, the settlement of the addition would be differential from the existing building. We recommend that the connections between the addition and the existing building be designed to accommodate this differential movement. 63 Floor Slab Design Preparation of the building area as previously described will also prepare the building area for floor slab support. Where there will be forklift traffic in the warehouse area, we recommend that you consider importing a 100% crushed concrete or crushed limestone Class 5 aggregate for the floor slab base in those areas. The purpose of the Class 5 base in warehouse areas is to provide a firmer base and to allow the contractor to place a flatter slab; the Class 5 would also help the slab performance under forklift traffic at joints in the slab. The minimum thickness of the Class 5 should be 6 inches. The Class 5 aggregate base in the warehouse areas should be compacted to at least 98% of the maximum Standard Proctor dry density, or to meet the criteria for Mn/DOT dynamic cone penetrometer (DCP) tests. For relative ease of compaction in confined spaces, we recommend using only sand soils with less than 12% (by weight) passing the No. 200 sieve as interior backfill around the new foundations and in underslab utility trenches inside the building. The backfill around the new foundations and in underslab utility trenches inside the building should be placed in thin lifts, with each lift mechanically compacted using manually -operated vibratory or impact equipment, to at least 95% of the maximum Standard Proctor dry density. The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. We recommend not using heavy towed or self-propelled compactors within 4 feet of newly constructed foundation walls; such equipment can damage the new walls. Based on a subgrade prepared with the type of backfill described above, and after general site grading, the floor slab can be cast on -grade. For slabs cast on the existing fill and on new clayey fill, we recommend using a modulus of subgrade reaction (k) of 150 pounds per square inch per inch of deflection (pci) for design of the slabs. For slabs cast on Class 5 material, we recommend using a modulus of subgrade reaction of 200 pci. Page 9 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. A vapor retarder should be placed under the floor slab where there are moisture sensitive floor coverings/coatings such as are typical in office areas. The purpose of a vapor retarder is to reduce the potential for upward migration of water vapor from the soil into and through the concrete slabs. Water vapor migrating upward through the slab can damage floor coverings, coatings, or sealers placed on the slab, or materials/packages stored on the slabs, and contribute to excess humidity and possible microbial growth in buildings. For additional recommendations on moisture and vapor protection of floor slabs, please refer to the standard sheet at the end of this report entitled "Floor Slab MoistureNapor Protection." Typically, the vapor retarder is placed directly below the floor slab. 6.4 Exterior Backfilling Backfill around the building and the existing soils outside of the building will have an effect on the surrounding sidewalks and slabs due to the frost heave potential. Where settlement -sensitive exterior entry slabs and sidewalks abut the building, we recommend excavation of the on-site clayey soils down to 4 feet below finished grade. We recommend using non -frost susceptible (NFS) sand soils as backfill. The purpose of this is to reduce the potential for the characteristic heave that can occur when clayey soils freeze each winter. We recommend that the NFS sand soils contain less than 5% (by weight) passing the #200 sieve and less than 40% (by weight) passing the #200 sieve. New fill should be placed in thin lifts and compacted to at least 95% of the maximum Standard Proctor dry density. A filtered drain tile should be placed at the base of the NFS sand fill. The drain tile lines should be drained to a sump (where it can be pumped) or to a gravity outlet such as a catch basin to help prevent the accumulation of excess water. The zone of NFS sand backfill should extend at least 2 feet beyond the edges of the entry slabs, and should be tapered outward away from the building below slabs/pavements at a 3:1 (H:V) or flatter slope. The purpose of the tapering is to reduce the potential for abrupt slab displacement when zones farther away from the building may heave during winter. As an alternative to placing 4 feet of engineered sand fill, the entry slabs can be designed as structural slabs. These structural slabs should be supported on frost wall foundations bearing at least 60 inches below the bottom of slab. With this alternative, there should be a minimum 4 inch air gap left below each slab. The vertical sides on all of the frost walls should be covered with a bond breaker, preventing adfreezing of the backfill soils. With this approach, you should anticipate the potential for differential heave of the surrounding on -grade supported slabs Page 10 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. sidewalks and pavements. Sand backfill, drained and tapered, as discussed above can be used adjacent to the structural slab to reduce the potential for differential heave and a possible tripping hazard. 6.5 Exterior Underground Utility Construction The excavated non-organic clayey soils can be reused as backfill in the new utility trenches. Organic soils should not be used to support manhole structures or utilities, and should not be reused as backfill. Much of the on-site clayey soils appear to be at elevated moisture contents and will need to be dried to be reused as fill. We recommend clayey soils be moisture conditioned to within -2 to +3 percentage points of the optimum water content as determined by the standard Proctor dry density (ASTM: 13698) prior to placement. We recommend that each lift of the trench backfill be mechanically compacted to at least 95% of its standard Proctor dry density. Within 3 feet of the pavement subgrade elevation, the compaction should be increased to at least 1 GO% of its maximum standard Proctor dry density. The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. 6.6 Pavements New pavements are planned to be constructed north and northwest of the new addition. Although no traffic loads were provided, we anticipate that daily traffic will consist mostly of cars and light trucks, along with occasional heavier vehicles such as delivery trucks and snow removal equipment. The planned pavement areas are currently largely occupied by the existing berm and a significant amount soil removal will be required in most areas to reach design grades. Grading plans are not yet available but we anticipate finished grades of about 949 to 952 feet in the pavement areas. 6.6.1 Subgrade Preparation In areas of new pavements, subgrade preparation should consist of stripping any vegetation/topsoil and excavating to the planned bottom of base course (or sand subbase) elevation. We anticipate that the existing fill from the stockpile will be at pavement subgrade elevation. The subgrade surface should be test rolled as described below. We recommend additionally subcutting any significantly organic (containing over about 4% organics by weight) or unstable soils that may be exposed to 3 feet below the proposed subgrade elevation (i.e., 3 feet below the bottom of Class 5). It should not be necessary to correct soft or organic soils to more than 3 feet beneath the proposed subgrade elevation, unless the soils are so unstable that they Page 11 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 AMERICAN ENGINEERING TESTING, INC. limit the ability to compact fill placed above these soils. The zone of stripping/subcutting should be laterally extended at least 2 feet beyond the edges of the new pavements. The on-site soils could be reused as fill in pavement areas provided they do not contain a significant amount of organics and they can be sufficiently dried to achieve the recommended compaction levels. We recommend all fill placed within the top 3 feet of the pavement subgrade be compacted to a minimum of 100% of the Standard Proctor maximum dry density. If fill is required below the top 3 feet, it should be compacted to at least 95%. Prior to placing the sand subbase or Class 5, we recommend the subgrade be evaluated for stability by test rolling as described in the attached sheet entitled "Bituminous Pavement Subgrade Preparation and Design." If soft or unstable soils are found, they should be subcut and replaced with drier fill or aerated, dried and recompacted back into place if weather conditions permit. 6.6.2 Sand Subbase Layer The clayey soils on this site are frost -susceptible and have the potential to heave upon freezing each year and undergo a reduction of shear strength during freeze/thaw cycles. Additionally, their slow -draining nature will increase the potential for excess moisture in the aggregate base course. Therefore, we strongly recommend placing a 1 foot thick sand subbase below the Class 5 base course to improve drainage, reduce frost effects, and to distribute wheel loads to the subgrade. The sand should meet the gradation requirements of Mn/DOT Specification 3149.2B2 for Select Granular Borrow. Preferably, Modified Select Granular Borrow should be used; this material would have less than 5% passing the #200 sieve and less than 40% passing the #40 sieve. The entire thickness of the sand subbase layer should be compacted to a minimum of 100% of the Standard Proctor maximum dry density. The sand subbase layer, if it is placed, should be provided with a means of subsurface drainage to collect and discharge water which may become trapped within the sands and above the slower draining clayey soils. This drainage can be provided by installing finger drains into catch basins at elevations no higher than the bottom of the sand layer. Edge drains can also be provided around the perimeter of the parking areas. The finger drains and edge drains should be wrapped with geotextile fabric and backfilled with sand. To promote subsurface movement of the trapped Page 12 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. water, the top of the clayey subgrade should be sloped or shaped to direct water to the drainage collection points. Cost will be a factor in your decision whether or not to construct a sand subbase. Although the use of a sand subbase has a higher initial cost, it will likely result in reduced longer term costs, improved performance, lower maintenance, longer service life, and the use of thinner pavement sections. 6.6.3 Pavement Thickness It is our opinion the pavements should be designed using an assumed R -value of 20 if the sand subbase is not placed. If the sand subbase is used, we estimate an R -value of 30. The following table presents the recommended bituminous pavement thicknesses for options with and without a sand subbase. The heavy duty design is intended for drive lanes. Table 6.63 — Recommended Pavement Thickness Designs If a sand subbase is not placed, we recommena piacmg a georexate separuror jw.r,� t...,,,. . 3733, Type 5) under the Class 5 base course, preferably below the entire pavement but at a minimum in heavy duty areas. 6.6.4 Bituminous Pavement Comments The bituminous pavement sections given above would have an estimated life of 20 years. However, the Owner should not expect that the pavements would last 20 years without maintenance. Even if placed and compacted properly on stable subgrade conditions, bituminous pavements will likely experience cracking in 1 to 3 years, primarily due to temperature -related Page 13 of 16 Sand Subbase Alternative With No Sand Subbase Light Duty Heavy Light Duty Heavy Pavement Course (Automobile Duty Areas (Automobile Traffic Duty Traffic O only) Areas Bituminous Wear 1.5" 2" 1.5" 2" SPWEA340F Bituminous Base 2„ 2" 2" 2" SPWEB340 Class 5 Aggregate Base 6„ 8" 8" 10" (Mn/DOT 3138 Select Granular Borrow 121, 12" No* No' n/DOT 3149.2B2) If a sand subbase is not placed, we recommena piacmg a georexate separuror jw.r,� t...,,,. . 3733, Type 5) under the Class 5 base course, preferably below the entire pavement but at a minimum in heavy duty areas. 6.6.4 Bituminous Pavement Comments The bituminous pavement sections given above would have an estimated life of 20 years. However, the Owner should not expect that the pavements would last 20 years without maintenance. Even if placed and compacted properly on stable subgrade conditions, bituminous pavements will likely experience cracking in 1 to 3 years, primarily due to temperature -related Page 13 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen. Minnesota August 25; 2016 Report No. 20-14527 AMERICAN ENGINEERING TESTING, INC. expansion and shrinkage. Each of the designs given above assumes that a regularly scheduled maintenance program consisting of patching cracks and repairing of locally distressed areas would be implemented. Seal coating of the pavement surface after 3 to 5 years often helps prolong pavement life. Various bituminous mix designs and binder materials for pavements should be considered, specifically to resist thermal cracking and rutting. Binders with a designation of 'T" generally have a greater initial cost than "E" or `B" binders, but are more resistant to rutting and thermal cracking. Although 'T' binders are preferred, "E" binders are also suitable if the mix does not include recycled aggregate. If "E" or `B" binders are used, there will be an increased probability of thermal cracking compared to using an 'T' binder. Thermal cracks tend to demand more maintenance and result in a reduced service life with greater long-term costs. 6.7 Infiltration Rate Comments It is our understanding that a stormwater infiltration pond is planned in the northern portion of the site (near Boring B -12A) as shown on the preliminary site plan prepared by Sambatek. The bottom of the pond has been set at elevation 941.5 feet with a top elevation of 944.0 feet. The Minnesota Pollution Control Agency's (MPCA) Minnesota Stormwater Manual provides recommendations for design infiltration rates based on soil type (htty://storrnwater.pca.state.mn.us/index.vhl)/Design infiltration rates). The soils encountered in Boring B -12A consist mostly of sandy lean clay. These soils are not conducive to rapid infiltration and would have a design infiltration rate of 0.06 inches per hour. This value assumes a minimum separation of 3 feet between the bottom of the infiltration practice and the seasonably high ground water table. The long term groundwater level at this site may be at about 939 to 942 feet based on our borings and the nearby wetland elevation. It may be necessary to install a piezometer to obtain accurate groundwater levels. We recommend performing in-situ infiltration testing of the onsite subgrade soils during construction using the double -ring infiltrometer. The test results can be used to confirm the project civil engineers design assumptions for the ponds. Page 14 of 16 Report of Geotechnical Exploration and Review LD 1. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 7.0 CONSTRUCTION CONSIDERATIONS 7.1 Potential Difficulties 7.1.1 Water in Excavations Groundwater and surface runoff may be encountered in excavations for construction. To allow observation of the excavation bottom, and to reduce the potential for soil disturbance and facilitate filling operations, we recommend that all free-standing water within the excavations be removed prior to proceeding with construction. 7.1.2 Disturbance of Soils The on-site soils can easily become disturbed under construction traffic, especially if the soils are wet. If soils become disturbed, they should be subcut to the underlying undisturbed soils. The subcut soils can then be dried and recompacted back into place, or they should be removed and replaced with drier imported fill. 7.2.3 Winter Construction If construction occurs during the winter, it is necessary for the contractor to protect the base soils from freezing each day and each night before new fill is placed. Fill should not be placed over frozen soils, snow, or ice, nor should the use of frozen fill soils be permitted. The contractor must protect base soils from freezing before and after fill placement, and before, during, and after concrete placement. 7.2 Excavation Backsloping If excavation faces are not retained, the excavations should maintain maximum allowable slopes in accordance with OSHA Regulations (Standards 29 CFR), Part 1916, Subpart P, "Excavations" (can be found on www.osha.eov). Even with the required OSHA sloping, water seepage or surface runoff can potentially induce sideslope erosion or mmling which could require slope maintenance. Excavation safety is the contractor's responsibility. Page 15 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 7.3 Observation and Testing The recommendations in this report are based on the subsurface conditions found at our test boring locations. Because the soil conditions can be expected to vary away from the soil boring locations, we recommend on-site observation by AET geotechnical personnel during construction to evaluate the effect of these potential changes. We recommend the soils in excavation bottoms be observed by an AET geotechnical engineer immediately prior to placing fill or forming for footings. Soil density testing should also be performed on all fill placed at the site to document that our recommendations and the specifications for compaction and moisture have been satisfied. Where fill material type is important, laboratory sieve analyses should be performed to document that the actual fill meets the recommended gradation criteria. The building materials should also be tested in accordance with the project specifications and the building codes. 8.0 LIMITATIONS Within the limitations of scope, budget, and schedule, we have endeavored to provide our services according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either express or implied, is intended. Important information regarding risk management and proper use of this report is given in Appendix B entitled "Geotechnical Report Limitations and Guidelines for Use." Page 16 of 16 EXCAVATION AND REFILLING FOR STRUCTURAL_ SUPPORT EXCAVATION Excavations for structural support at soil boring locations should be taken to depths recommended in the geotechnical report. Since conditions can vary, recommended excavation depths between and beyond the boring locations should be evaluated by geotechnical field personnel. If ground water is present, the excavation should be dewatered to avoid the risk of unobservable poor soils being left in-place. Excavation base soils may become disturbed due to construction traffic, ground water or other reasons. Such soils should be subcut to underlying undisturbed soils. Where the excavation base slopes steeper than 4:1, the excavation bottom should be benched across the slope parallel to the excavation contour. Soil stresses under footings spread out with depth. Therefore, the excavation bottom and subsequent fill system should be laterally oversized beyond footing edges to support the footing stresses. A lateral oversize equal to the depth of fill below the footing (i.e., 1:1 oversize) is usually recommended. The lateral oversize is usually increased to 1.5:1 where compressible organic soils are exposed on the excavation sides. Variations in oversize requirements may be recommended in the geotechnical report or can be evaluated by the geotechnical field personnel. Unless the excavation is retained, the backslopes should be maintained in accordance with OSHA Regulations (Standards - 29 CFR), Part 1926, Subpart P, "Excavations" (found on www.osha.gov). Even with the required OSHA sloping, ground water can induce sideslope raveling or running which could require that flatter slopes or other approaches be used. Filling should proceed only after the excavation bottom has been approved by the geotechnical engineer/technician. Approved fill material should be uniformly compacted in thin lifts to the compaction levels specified in the geotechnical report. The lift thickness should be thin enough to achieve specified compaction through the ftill lift thickness with the compaction equipment utilized. Typical thicknesses are 6" to 9" for clays and 12" to 18" for sands. Fine grained soils are moisture sensitive and are often wet (water content exceeds the "optimum moisture content' defined by a Proctor test). In this case, the soils should be scarified and dried to achieve a water content suitable for compaction. This drying process can be time consuming, labor intensive, and requires favorable weather. Select fill material may be needed where the excavation bottom is sensitive to disturbance or where standing water is present. Sands (SP) which are medium to coarse grained are preferred, and can be compacted in thicker lift thicknesses than finer grained soils. Filling operations for structural support should be closely monitored for fill type and compaction by a geotechnical technician. Monitoring should be on a full-time basis in cases where vertical fill placement is rapid; during freezing weather conditions; where ground water is present; or where sensitive bottom conditions are present. EXCAVATION/REFILLING DURING FREEZING TEMPERATURES Soils that freeze will heave and lose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and density loss depends on the soil type and moisture condition; and is most pronounced in clays and silts. Foundations, slabs, and other improvements should be protected from frost intrusion during freezing weather. For earthwork during freezing weather, the areas to be filled should be stripped of frozen soil, snow and ice prior to new fill placement. In addition, new fill should not be allowed to freeze during or after placement. For this reason, it may be preferable to do earthwork operations in small plan areas so grade can be quickly attained instead of large areas where much frost stripping may be needed. 01REP011 (12/08) AMERICAN ENGINEERING TESTING, INC. FREEZING WEATHER EFFECTS ON BUH.DING CONSTRUCTION GENERAL Because water expands upon freezing and soils contain water, soils which are allowed to freeze will heave and lose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and density/strength loss depends on the soil type and moisture condition. Heave is greater in soils with higher percentages of fines (silts/clays). High silt content soils are most susceptible, due to their high capillary rise potential which can create ice lenses. Fine grained soils generally heave about 1/4" to 3/8" for each foot of frost penetration. This can translate to 1" to 2" of total frost heave. This total amount can be significantly greater if ice lensing occurs. DESIGN CONSIDERATIONS Clayey and silty soils can be used as perimeter backfill, although the effect of their poor drainage and frost properties should be considered. Basement areas will have special drainage and lateral load requirements which are not discussed here. Frost heave may be critical in doorway areas. Stoops or sidewalks adjacent to doorways could be designed as structural slabs supported on frost footings with void spaces below. With this design, movements may then occur between the structural slab and the adjacent on -grade slabs. Non -frost susceptible sands (with less than 12% passing a #200 sieve) can be used below such areas. Depending on the function of surrounding areas, the sand layer may need a thickness transition away from the area where movement is critical. With sand placement over slower draining soils, subsurface drainage would be needed for the sand layer. High density extruded insulation could be used within the sand to reduce frost penetration, thereby reducing the sand thickness needed. We caution that insulation placed near the surface can increase the potential for ice glazing of the surface. The possible effects of adfreezing should be considered if clayey or silty soils are used as backfill. Adfreezing occurs when backfill adheres to rough surfaced foundation walls and lifts the wall as it freezes and heaves. This occurrence is most common with masonry block walls, unheated or poorly heated building situations and clay backfill. The potential is also increased where backfill soils are poorly compacted and become saturated. The risk of adfreezing can be decreased by placing a low friction separating layer between the wall and backfill. Adfreezing can occur on exterior piers (such as deck, fence or other similar pier footings), even if a smooth surface is provided. This is more likely in poor drainage situations where soils become saturated. Additional footing embedment and/or widened footings below the frost zones (which include tensile reinforcement) can be used to resist uplift forces. Specific designs would require individual analysis. CONSTRUCTION CONSIDERATIONS Foundations, slabs and other improvements which may be affected by frost movements should be insulated from frost penetration during freezing weather. If filling takes place during freezing weather, all frozen soils, snow and ice should be stripped from areas to be filled prior to new fill placement. The new fill should not be allowed to freeze during transit, placement or compaction. This should be considered in the project scheduling, budgeting and quantity estimating. It is usually beneficial to perform cold weather earthwork operations in small areas where grade can be attained quickly rather than working larger areas where a greater amount of frost stripping may be needed. If slab subgrade areas freeze, we recommend the subgrade be thawed prior to floor slab placement. The frost action may also require reworking and recompaction of the thawed subgrade. OIREP015 (12/08) AMERICAN ENGINEERING TESTING, INC. Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Appendix A Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1— Boring Locations Subsurface Boring Logs Appendix A Geotechnical Field Exploration and Testing Report No. 20-14527 A.1 FIELD EXPLORATION The subsurface conditions were explored by drilling and sampling 12 standard penetration test (SPT) borings. The locations of the borings appear on appended Figure 1, preceding the Subsurface Boring Logs in this appendix. A.2 SOIL SAMPLING METHODS A.2.1 Split -Spoon Samples (SS) - Calibrated to N6@ Values Standard penetration (split -spoon) samples were collected in general accordance with ASTM:D1586 with one primary modification. The ASTM test method consists of driving a 2 -inch O.D. split -barrel sampler into the in-situ soil with a 140 -pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is (mown as the standard penetration resistance or N -value. Our method uses a modified hammer weight, which is determined by measuring the system energy using a Pile Driving Analyzer (PDA) and an instrumented rod. In the past, standard penetration N -value tests were performed using a rope and cathead for the lift and drop system. The energy transferred to the split -spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in this system. This converted energy then provides what is known as an N60 blow count. AET's drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently results in lower N -values than the traditional N6o values. By using the PDA energy measurement equipment, we are able to determine actual energy generated by the drop hammer. With the various hammer systems available, we have found highly variable energies ranging from 55% to over 100%. Therefore, the intent of AET's hammer calibrations is to vary the hammer weight such that hammer energies lie within about 60% to 65% of the theoretical energy of a 140 -pound weight falling 30 inches. The current ASTM procedure acknowledges the wide variation in N -values, stating that N -values of 100% or more have been observed. Although we have not yet determined the statistical measurement uncertainty of our calibrated method to date, we can state that the accuracy deviation of the N -values using this method is significantly better than the standard ASTM method. A.2.2 Disturbed Samples (DS)ISpin-up Samples (SU) Sample types described as "DS" or "SU" on the boring logs are disturbed samples, which are taken from the flights of the auger. Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate. A.2.3 Sampling Limitations Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs. Determining the thickness of `topsoil" layers is usually limited, due to variations in topsoil definition, sample recovery, and other factors. Visual -manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed. A.3 SOIL CLASSIFICATION METHODS Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system The USC system is described in ASTM:D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM:D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual -manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring logs. The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment. Appendix A - Page I of 3 AMERICAN ENGINEERING TESTING, INC. Appendix A Geotechnical Field Exploration and Testing Report No. 20-14527 A.4 WATER LEVEL MEASUREMENTS The ground water level measurements are shown at the bottom of the boring logs. The following information appears under "Water Level Measurements" on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at the time of measurement • Casing Depth: depth to bottom of casing or hollow -stem auger at time of measurement • Cave-in Depth: depth at which measuring tape stops in the borehole • Water Level: depth in the borehole where free water is encountered • Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing. A.5 LABORATORY TEST METHODS A.5.1 Water Content Tests Conducted in general conformance with ASTM:D2216. A.6 TEST STANDARD LIMITATIONS Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. A.7 SAMPLE STORAGE Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days. Appendix A - Page 2 of 3 AMERICAN ENGINEERING TESTING, INC. BORING LOG NOTES DRnMG AND SAMPLING SYMBOIS Symbol Definition B, H, N: Sia of flush -joint casing CA: Crew Assistant (initials) CAS: Pipe casing, number indicates nominal diameter in inches CC: Crew Chief (initials) COT: Clean-out tube DC: Drive casing; number indicates diameter in fiches DM: Drying rtad or bentonite skary DR Driller (initials) DS: Disturbed sample from auger flights FA: Flight auger, number indicates outside diameter in inches HA: Hand auger, number indicates ouaside diameter HSA: Hollow stem auger, number indicates amide diameter in inches LG: Field logger (initials) MC: Column used to describe moisture condition of samples and for the ground water level symbols N (BPF): Standard penetration resistance (N-vake) it blows per bot (see rates) NQ: NQ wireline core barrel PQ: PQ wirefine core barrel RD: Rotary drilling with find and roller or drag bit REC: In spit -spoon (see notes) and thinwa➢ed tube sampling, de recovered length (in inches) of sample. In rock coring, the length of core recovered (expressed as percent of the total core run). Zero indicates no sample recovered. REV: Revert drilling fluid SS: Standard spit -spoon sampler (steel; ld"s inside diameter, 2" outside diameter); unless indicated otherwise SU Spin -up sample from hollow stem auger TW: Tbin-walled tube; number idicates inside diameter in inches WASH: Sample of material obtained by screening returning rotary drilling fluid or by which has collected inside the borehole after ` falling" t rouaglt drilling fluid WH: Sampler advanced by static weight ofdrill rod and hammer WR: Sampler advanced by static weight of drill rod 94mn 94 millimeter wielie core barrel V :: Water level directly measured in boring 0: Estimated water level based solely on sample appearance TEST SYMBOLS Symbol Definition CONS: Oce-dmiensional consolidation test DIN: Dry density, pcf DST: Direct shear test E: Pressuremeter Modulus, tsf HYD: Hydrometer analysis LL: Liquid Limit, % LP: Pressutemeter Limit Pressure, tsf OC: Organic Content, % PERM: CoefLcient of permeability (K) test: F - Field; L - Laboratory PL: Plastic Lnrit, % cb: Pocket Penetrometer strength tsf (amnroxi ate) q': Static cone hearing pressure, tsf q": Unconfined compressive strength, psf R: Electrical Resistivity, ohm-cros RQD: Rock Quality Designation of Rock Core, in percent (aggregate length of core pieces 4" or more in length as a percent of total core nm) SA: Sieve analysis TRX Tnaxal compression test VSR: Vane shear strength, remolded (field), psf VSU: Vane shear strength, undisturbed (field), psf WC: Water content, as percent of dry weight 200: Percent of material finer than #200 sieve STANDARD PENETRATION TEST NOTES (Calibrated Harmer Weight) The standard penetration test consists of driving a split -spoon sampler with a drop hammer (calibrated weight varies to provide N, values) and counting the number of blows applied in each of three 6" increments of penetration if the sampler is driven less than 18" (usually in highly resistant material), permitted in ASTM: D1586, de blows f)r each complete 6" increment and for eachpartal increment is on the boring log For partial increments, the number ofbbws is shown to the nearest 0.1' bebw the slash. The length ofsanple recovered, as shown on the'RK" cohrm, may be greater than the distance indicated in the N column. The disparity is because the N -values recorded below the initial 6" set (unless partial penetration def nod in ASTM: D1586 is encountered) whereas the length of sample recovered is for the entire sampler drive (which may even extend more than 18'). OIREP052C (12/08) AMERICAN ENGINEERING TESTING, INC. AMERICAN I UNIFIASTM Design: D 2 S, D2488 SYSTEM I ENGINEERING STING, Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soils More than 50% coarse Less than 5% than 50% fraction retained fines" retained on on No. 4 sieve No. 200 sieve Gravels with Soils W/e in Fines more TS_ than 12%fines c 0 PARII(lE SM 1N RAIL�UKpEIH�2�iS� Organic Sihs­` alo Organic $ikCLKQ PT IMMUNE ��a.�a Sands 50% in more of coarse fraction passes No. 4 sieve Clean Sands Less than 5% fines° Sands with Fines more than 12% fines D LLv6 and 1 -4:c<3 - Cu<6 and/or 1>Cc>3 Fines classify as ML o' MH Fines classify as CL or CH Fine -Grained Silts and Clays inorganic PI>7 and plots on or above Soils W/e in Liquid limit less TS_ "A" line' more passes than 50 Term Percent PI<4or Qlots below the No. 200 A Little Gravel 3%-14% Very Soft W line sieve Cobbles organic Liouid limitbvrn dried <p.75 (see Plasticity =■...., Loose 5-10 Liquid limit — not dried Chart below) Gravelly 30%- 50Y" Firm 5-8 Medium Dense 11-30 Silts and Clays inorganic PI plots on or above "A" line Stiff Liquid limit 50 Dense 31-50 Fines (silt & clay) Pass #200 sieve or mine 16-30 PI plots below "A" fine organic Liquid hinit­aven dried x.75 Greater than 30 Moisture/Frost Condition Liquid limit — not dried Highly organic Organic Description (if no lab tests) Soils are described as ornanie, if soil is not peat Primarily organic matter, d. Will D (Dry): in color, and organic in odor 0 PARII(lE SM 1N RAIL�UKpEIH�2�iS� Organic Sihs­` alo Organic $ikCLKQ PT IMMUNE ��a.�a ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDEM I [FICA nor "D DESCRarl ION Grain Sin Gravel Pereentages Consistency of Plastic Soils Relative Density of Non -Plastic Soils TS_ OEM Term N -Value. BPF Tette Panicle Size Term Percent Boulders Over 12" A Little Gravel 3%-14% Very Soft less than 2 Very Loose 0-4 Cobbles 3" to 12" With Gravel 15%-29% Soft =■...., Loose 5-10 Gravel #4 sieve to 3" Gravelly 30%- 50Y" Firm DOlOt1 O4 Plasticity Chan Based on the material passing the 3 -in (75 -mm) sieve. "If field sample contained cobbles or boulders, orboth, add "with cobbles or boulders, in both" to group name. "Gravels with 5 to 12% fines require dual Symbols: GW -GM well -graded gravel with silt GW -GC well -graded gravel with clay GPGM poorly graded gravel with silt GPGC poorly graded gravel with clay "Sands with 5 to 12% fines require dual symbols: SW -SM well -graded sand with silt SW -SC well -graded sand with clay SP -SM poorly graded sand with silt SP -SC poorly graded sand with clay (Dmf sCu=Dw01% Cc= Dio x DK, Flf soil contains >15%sand, add "with sand" to group name. off fines classify as CL -ML, use dual swmbol GC -GM, on SC -SM. If fines are organic, add `With organic lines" to group time. 4f soil contains >I5%gravel, add `With gavel" to group name. 'If Attedxrg limits plot is hatched area soil is a CL -ML silty clay. "If soil contains 15 to 29% phis No. 200 add "with sand" or `with gravel", whichever is predominant. elf soil contains >30a/a plus No. 200, predominantly sand add "sandy" to group time. "If soil contains >30P/P plus No. 200, predominantly gravel, add "gravelly.* to group time. "PI>4 and plots on or above "A" line. 0PI<4 in plots below "A" line. PPI plots on in above "A" line. QPI plots below "A" fine. "Fiber Content description shown below. OICLS021 (07/08) AMERICAN ENGINEERING TESTQIG, INC. ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDEM I [FICA nor "D DESCRarl ION Grain Sin Gravel Pereentages Consistency of Plastic Soils Relative Density of Non -Plastic Soils TS_ N -Value, BPF Term N -Value. BPF Tette Panicle Size Term Percent Boulders Over 12" A Little Gravel 3%-14% Very Soft less than 2 Very Loose 0-4 Cobbles 3" to 12" With Gravel 15%-29% Soft 2.4 Loose 5-10 Gravel #4 sieve to 3" Gravelly 30%- 50Y" Firm 5-8 Medium Dense 11-30 Sand #200 to #4 sieve Stiff 9-15 Dense 31-50 Fines (silt & clay) Pass #200 sieve Very Stiff 16-30 Very Dense Greater than 50 Hard Greater than 30 Moisture/Frost Condition Layering No Peat Description Organic Description (if no lab tests) Soils are described as ornanie, if soil is not peat (MC Column) D (Dry): Absence of moisture, dusty, dry to and is judged to have sufficient organic fines touch. Laminations. La less that Fiber Content content to influence the Liquid Limit properties. M (Moist): Damp, although five water not " thick of Tent (Visual Estimate) Slightly greanic used for borderline cases. visible. Soil may still have a high differing material differing Root Inclusions water content (over "optimum") o color. Fibric Peat: Greater than 67 % With roots: Judged to have sufficient quantity u (%k et Free water visible, intended to Heroic Peat: 33-67% of roots to influence the soil u aterbearing): describe non -plastic soils. Lenses: Pockets or layers Sapric Peat: Less than 33% properties. Waterbearing usually relates to greater than 'A" Trace roots: Small roots present, but nojudged sands and Sand with silt.thick of differing to be in Sufficient quantity to F (Frozen): Soil frozen material or color. t significantly affect soil properties. OICLS021 (07/08) AMERICAN ENGINEERING TESTQIG, INC. AMERICAN ENGINEERING TESTING, INC. \MA�\ B -12A4 Still i4 Bob20 MksB-11A �f I I I I I I I6(IB_l0A 1a Let 14 IOU Il 1@11 I 12 T1 pik 15" TB 6A 116 B -7A I I5 B -8A 11, 1 wareB-4A B -5A ® i B-lA B -2A B -3A Lj 6 l6 ars C$ i I EXIS BOILDING - 45,200 SF. E / 6,584 5-r-, =WAREHOUSE / 30516 10 2ND FL - OFFICE / 13,627 S.F. v I 16 subEl B ' I PROJECT IDI Distributors Addition AET JOB NO. Chanhassen, Minnesota 20-14527 SUBJECT Approximate Boring Locations DATE August 2016 SCALEI DRAWN BY I CHECKED BY None JPB AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -IA (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN D Surface Elevation 952.8 GEOLOGY SAMPLE RE C FIELD & LABORATORY TESTS WC DEN LL PL o-#2 L� FEET MATERIAL DESCRIPTION N MC TYPE IN. FILL, mostly sandy lean clay, slightly organic, a FILL Little gravel, trace roots, dark brown and black I DS 19 2 FILL, mostly clayey sand, a little gravel, gray 5 M SS 6 14 3 4 FILL, mixture of sandy lean clay and clayey sand, a little gravel, brown and gray 5 4 M SS 6 18 6- 7- 78 7 M SS 10 20 8— 9 SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, firm (CL) to 7 M SS 18 22 II SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown, stiff (CL) 11 M SS 18 22 13 14 SANDY LEAN CLAY, a little gravel, gray, a little brown and dark brown, very stiff (CL) 15 19 M SS 16 18 16- 61718 17- 18 CLAYEY SAND, a littlevel, v stiff � �Y, very (SC) 19 20 19 M SS 18 17 21 END OF BORING ' DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-191/i 3.25' HSA DALE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUIDLEVEL WATER LEVEL THE ATTACHED 7/7/16 10:01 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON COMPLETED: 7/7/16 THIS LOG DR: SHS LG: CD Rig: 70 03/2011 01-DHR-060 GA/1 TRI_ : \ ENGINEERING SUBSURFACE BORING LOG TESTING, INC. AET No: 20-14527 Log of Boring No. B -2A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN FOLD &LABORATORY TESTS DEPTH Surface Elevation 954.0 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION TYPE WC DEN LL PL o-#2 FILL, mostly clayey sand with organic fines, a TEL I little gravel, dark grayish brown DS 16 Z FILL, mixture of sandy lean clay and clayey sand, a little gravel, brownish gray 6 M SS 10 22 3 4- 5- 10 M SS 12 20 6- 7- 710 10 M SS 10 16 8 9 SANDY LEAN CLAY, a little gravel, brown, a TILL little gray, stiff (CL) 10 11 9 M SS 14 20 12 10 M SS 18 20 13 la CLAYEY SAND, a tittle gravel, brown, a little may, stiff (SC) 15 15 M SS 16 21 16- 17 18 SANDY LEAN CLAY, a little gravel, gray, a little brown and light gray, stiff (CL) 19 m 20 11 M SS 18 20 0 21 w END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO < DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED a 0-19�/i 3.25" HSA SHEETS FOR AN 7/6/16 12:17 21.0 19.5 21.0 None 9 EXPLANATION OF a TERMINOLOGY ON o COMPLETED: 7/6/16 THIS LOG aDR: SHS LG: CD Rig: 70 ni nzm _nAt 03/2011 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -3A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN DEPTH Surface Elevation 952.8 GEOLOGY N MC SAMPLE REC FIELD & LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL o-42 FILL, mostly clayey sand, a little gravel, trace FILL I roots, dark brown DS 11 2 FILL, mostly sandy lean clay, a little gravel, gray and brown 5 M SS 18 19 3- 4- SANDY LEAN CLAY, a little gravel, trace TILL OR roots, brown and gray mottled, stiff (CL) FILL 5- (possible fill) 12 M SS 18 19 6- 7- 713 13 M SS 16 26 8 9 SANDY LEAN CLAY, a little gravel, brown, a TILL little fight tan, very stiff (CL) 10 18 M SS 18 19 ll SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown and dark brown, very stiff (CL) 18 M SS 18 19 13 14- 15 15 M SS 16 19 16- 17 18 CLAYEY SAND, a little gravel, gray, stiff (SC) 19- 0 n - 20 18 M SS 18 17 0 21 w END OF BORING a DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED 0-19�/i 3.25' HSA 7/1/16 1:32 21.0 19.5 20.8 None SHEETS FOR AN d EXPLANATION OF a TERMINOLOGY ON a COMPLETED: 7/1/16 THIS LOG a DR: JM LG: SHS Rig: 70 03/2011 Ol-DHR-Ow AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -4A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN DEPTH Surface Elevation 953.6 GEOLOGY N MC SAMPLE REC FIELD & LABORATORY TESTS IS FEET MATERIAL DESCRIPTION TYPE WC DEN LL PL /,#201 FILL, mostly sandy lean clay, slightly organic, a FILL little gravel, pieces of brick, dark brown and gray 21 I DS 2 FILL, mixture of sandy lean clay and clayey sand, a little gravel, brown and gray 10 M SS 12 13 3- 4 CLAYEY SAND, a little gravel, grayish brown TILL OR mottled, a little fight tan and brown, stiff to firm FILL 5 (CL) (possible fill) 12 M SS 12 18 6- 7- 718 18 M SS 14 18 8 9 CLAYEY SAND, a little gravel, brown and gray TILL mottled, a little dark brown, stiff (SC) t0 15 M SS 16 19 11 Istl SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown and dark brown, very stiff (CL) 18 M SS 18 20 13 14- 15 16 M SS 18 19 16- 17 18 CLAYEY SAND, a little gravel, brown, a little gray and dark brown, very stiff (SC) 19- s 20 26 M SS 18 19 21 END OF BORING It ? DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO i TIME SAMPLED DECCAVE-INLGEVE PTI DEPTH FLUID LEVEL LL THE ATTACHEDDATE g 0-191/2' 3.25 HSADEPTH 7/6/16 1:25 21.0 19.5 21.0 None SHEETS FOR AN - EXPLANATION OF TERMINOLOGY ON CBORING OMPLETED: 7/6!16 THIS LOG DR: SHS LG: CD Rig: 70 03/2011 01-DHR-066 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -5A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH IN Surface Elevation 953.2 GEOLOGY SAMPLE RE C FIELD & LABORATORY TESTS WC DEN LL PL /,#201 FEET MATERIAL DESCRIPTION N MC TYPE IN- FILL, mostly clayey sand, a little gravel, trace FILL roots, dark brown 1 DS 18 2 FILL, mixture of sandy lean clay and clayey sand, a fittle gravel, pieces of bituminous, dark 9 M SS 16 17 3 brown, gray and brown 4 FILL, mostly clayey sand, a little gravel, trace roots, brown, gray and dark brown 5 9 M SS 14 19 6 FILL, mostly sandy lean clay, a fittle gravel, gray 7 and brown, a little dark brown 8 7 M SS 16 19 9 FILL, mostly clayey sand, brown and gray 10 17 trace roots, gray, a little brown, 9 MX SS 18 stiff tiff (C ) ALLUVIUM Y 30 tl SILTY SAND, a fittle gravel, fine to medium: COARSE t2 grained, grayish brown, wet, loose (SM) ALLUVIUM 13 7 W SS 18 14- 15 7 W SS 18 16- 17 18 SANDY LEAN CLAY, a little gravel, brownish TILL gray, stiff (CL) 19 20- 14 W SS 8 20 21END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-19/i 3.25„ HSA DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL hg ATTACHED 7/1/16 11:40 13.5 12.0 12.0 11.0 SHEETS FOR AN 7/1/16 11:50 21.0 19.5 20.0 18.7 ENPLANATION OF COMPLETED: 7/1/16 7/1/16 12:00 21.0 19.5 19.7 18.4 TERMINOLOGY ON THISLOG DR: JM LG: SHS Rig: 70 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -6A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN FIELD & LABORATORY TESTS DEPTH Surface Elevation 952.6 GEOLOGY N MC SAMPLE INC WC DEN LL PL o-tl2 FEET MATERIAL, DESCRIPTION FILL, mostly lean clay with sand, slightly FILL 19 organic, trace roots, dark brown 7 M SS 20 FILL, mostly sandy lean clay, a little gravel and 1 19 sand, trace roots, dark gray and light gray 2 FILL, mostly sandy lean clay, a little gravel, slightly organic, trace roots, dark brown 7 M SS 16 19 3 4- 5- 13 M SS 10 21 6 FILL, mostly clayey sand, trace roots, dark 7 brown 18 M SS 12 15 8- 9- SANDY LEAN CLAY, a little gravel, gray and TILL brown mottled, a little dark brown, stiff to very 10 stiff (CL) 9 M SS 10 21 CLAYEY SAND, a little gravel, gray, very stiff It (SC) LEAN CLAY WITH SAND, a little gravel, gray 12 (CL) SANDY LEAN CLAY, a little gravel, light 7 M SS 14 20 13 brown and light gray mottled (CL) rTM 14 CLAYEY SAND, a little gravel (SC) 15 17 M SS 18 18 16- 17 18 SANDY LEAN CLAY, a little gravel, gray, very stiff (CL) 19- a 201 20 M SS 18 19 0 2t w END OF BORING 3 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO a DATE CASING DEPTH LEVEL THE ATTACHED 0-19r/i 3.25" None SHEETS FOR AN 7/1/16 19.5 4HSA ESANVLED MCAVE-INDRILLINGWATER EXPLANATION OF a TERMINOLOGY ON W KING 01 COMPLETED: 7/1/ THIS LOG a DR: JAM LG SHS nl nHR OH 03/2011 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -7A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN FIELD & LABORATORY TESTS DEPTH Surface Elevation 952.7 GEOLOGY N MC SAMPLE REC FEET MATERIAL DESCRIPTION SPE' IN. WC DEN LL PL o-#2 FILL, mostly clayey sand, a little gravel, trace FILL 10 1 roots, dark brown 13 M SS 18 12 2 FILL, mixture of sandy lean clay and clayey sand, a little gravel, trace roots, brown, dark 13 M SS 12 16 3 brown and gray 4 FILL, mostly sandy lean clay, a little gravel and silty sand, slightly organic, dark brown, black 13 5 and gray 21 M SS 18 19 6- FILL, mostly clayey sand, brown, a little gray 7 7 M SS 16 18 8- 9- LEAN CLAY WITH SAND, brown, a little gay FINE and light gray, firm (CL) ALLUVIUM 10 OR g M SS 18 21 WEATHEREI TILL 11 CLAYEY SAND, a little gravel, brown and gray TILL 12 mottled, firm (SC) 8 M SS 18 19 13 14 SANDY LEAN CLAY, a little gravel, a little gray and dark brown, stiff (CL) IS 9 M SS 16 24 16- 17 18 SANDY LEAN CLAY, a little gravel, gay, a little brown, very stiff (CL) 19- ta e 20 17 M SS 18 19 a 21 w END OF BORING 3 Y DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO r DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED d 0-19'/i 3.25" HSA 7/1/16 9:55 21.0 19.5 21.0 None SHEETS FOR AN e EXPLANATION OF BORING TERMINOLOGY ON 0 COMPLETED: 7/1/16 THIS LOG a DR JM LCr. SHS Rig: 70 03/2011 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AFT No: 20-14527 Log of Boring No. B -8A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN DEPTH Elevation 952.9 GEOLOGY SEE FEE& LABORATORY TESTS WC DEN LL PL/,#201 IN FEET MATERIAL DESCRIPTION N MC TYP LD INC FILL, mostly clayey sand, a little gravel, trace FILL 6 roots, gay and brown to dark brown 1 24 M SS 24 FILL, mostly clayey sand, a little gravel, pieces of bituminous, trace roots, brown, dark brown 12 2 and gay 11 M SS 12 12 3 a s 8 M SS 16 15 6- FII -L, mostly sandy lean clay, a little gravel and 7- 7 clayey sand, trace roots, brown and dark gray 10 M SS 10 18 8 9 LEAN CLAY WITH SAND, gay, a little brown WEATHERS and dark brown, stiff (CL) TI�L�ILE OR 10 9 M SS 18 22 II ALLUVIUM SANDY LEAN CLAY, a little gravel, brown, a TILL 12 little dark brown and gray mottled, stiff (CL) II M SS 18 21 13 14 SANDY LEAN CLAY, a little gravel, grayish brown, a little brown, stiff (CL) 15 15 /M x SS 16 21 16- 17 18 CLAYEY SAND, a little gravel, gray, stiff (SC) 19- 20 13 M SS 18 17 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SEPTHDEGCELEEVEL T ATTACHEDP 0-19'/:' 3.25" HSA DEPTH DEPTH FLUID LEVEL LEVEL SHEETS FOR AN 7/1/16 10:42 16.0 14.5 16.0 None 7/1/16 10:48 21.0 19.5 20.7 None EXPLANATION OF TERMINOLOGY ON BORING COMPLETED: 7/1/16 7/1/16 10:53 21.0 19.5 20.7 None DR: J!11 LG: SHS Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -9A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 947.8 GEOLOGY" SAMPLE RNC FIELD & LABORATORY TESTS WC DENLL PL o#2 FEET MATERIAL DESCRIPTION N MC TYPE FILL, mostly sandy lean clay, shghtly organic, a FILL little gravel, trace roots, dark brown and black 20 1 7 M SS 14 L FIL, mostly sandy lean clay, a little gravel, trace roots, brown, a little gray and dark brown 18 2 15 M SS 12 17 3 4 SANDY LEAN CLAY, a little gravel, gray, a WEATHERS Little brown and light gray, stiff (CL) TILL 5 10 M SS 16 22 6- SANDY LEAN CLAY, a little gravel, brown 'TILL 7- 7 and gray mottled, firm to stiff (CL) 8 M SS 16 17 8 9 10 11 8 M SS 16 19 12 10 M SS 14 21 13 14 SANDY LEAN CLAY, a little gravel, brown, stiff 15 10 M SS 18 19 16- 17 18 CLAYEY SAND, a little gravel, gray, very stiff (SC) 19 20 16 M SS 18 16 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0 19Yi 3.25" HSA DATE TIME S��ED CASING DEPTH FLUID LING LEATEEL THE ATTACHED 7/7/16 8:52 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON COMPLETED: 7/7/16 DR: $FIS LG: CD Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -10A (p. 1 of 2) Project: IDI Distributors Addition; Chanhassen MN FIELD & LABORATORY TESTS DEPTH Surface Elevation 961.1 GEOLOGY N MC SAMPLE EC FEET MATERIAL DESCRIPTION DEN LL PL o-#2 FILL, mostly clayey sand, a little gravel, trace TEL 1 roots, brown and gray 14 M SS 18 f14 2 FILL, mostly clayey sand, a little gravel, trace roots, gray, a little light gray 18 M SS 18 12 3- 4 FILL, mostly clayey sand, a tittle gravel, gray, a little brown 5 13 M SS 16 15 6- 7- 711 11 M SS 16 19 8- 9- 9tU to- 7 M SS 12 19 11 12 15 7 M SS 12 19 FILL, mostly sandy lean clay, a little gravel, t3 brown, a little gray 14 FILL, mostly organic clayey sand, a little gravel and sandy lean clay, trace roots, dark brown and 17 TILL 15 black 9 M SS 12 13 CLAYEY SAND, a little gravel, trace roots, 16 brown, a little gray and light gray, stiff (SC) SANDY LEAN CLAY, a little gravel, brown 17 and gray mottled, a little light gray, stiff to firm to very stiff (CL) 14 M SS 18 18 IS 19- V a 20 8 M SS 18 20 0 J 21 W 3 a DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED 0-24'h' 3.25' HSA SHEETS FOR AN 6/30/16 1:03 26.0 24.5 26.0 None EXPLANATION OF a TERMINOLOGY ON BORING o COMPLETED: 6/30/16 THIS LOG DR: JM LG: SHS Rig : 70 n1_nuu_n6r 03/2011 AMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. AET No: 20-14527 Log of Boring No. B -10A (p. 2 of 2) Project: IDI Distributors Addition; Chanhassen, VIN DEPTH GEOLOGY" SAMPLE REC FIELD & LABORATORY TESTS WC I DEN LL PL/,#201 ly FEET MATERIAL DESCRIPTION N 111C, TYPE IN. SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little light gray, stiff to firm (continued) 23 to very stiff (CL) (continued) 24- 25 16 M SS IS 18 26 END OF BORING 032011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B-11 A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN FIELD & LABORATORY TESTS DEPTH Surface Elevation 958.5 GEOLOGY N MC SAMPLE INC FEET MATERIAL DESCRIPTION WC DEN LL PL P#2 FILL, mostly sandy lean clay, slightly organic, a FILL little gravel and clayey sand, dark brown 6 M SS 10 21 1 2- 13 M SS 18 15 3 a FILL, mostly sandy lean clay, slightly organic, trace roots, black, a little gray 5 12 M SS 18 28 6- 7 8 M SS 12 25 8 9 - to 9 M SS 10 21 11 12- 20 M SS 18 17 13 14 LEAN CLAY WITH SAND, a little gravel, TILL grayish brown, a little brown, stiff (CL) 15 11 M SS 18 24 16- 17 18 19 SANDY LEAN CLAY, a little gravel, brown gray mottled, stiff (CL) a 20 -and 11 M SS 18 23 0 21 w END OF BORING 3 X DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO r a DATE TQv1E SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED 0-19V2' 3.25" IISA SHEETS FOR AN A 6/30/16 11:36 21.0 19.5 21.6 None EXPLANATION OF d a TERMINOLOGY ON BORING u COMPLETED: 6/30/16 THIS LOG DR: JM LG SHS Rig: 70 ni_nuullAl 03/2011 AMERICAN ENGINEERING SUBSURFACE BORING LOG TESTING, INC. AET No: 20-14527 Log of Boring No. B -12A (p. 1 of 2) Project: IDI Distributors Addition; Chanhassen, MN DIN Surface Elevation 9�•6 GEOLOGY SAMPLE FIELD & LABORATORY TESTS WC DEN LL PL/,#204 FEET MATERIAL DESCRIPTION N MC INC FILL, mostly sandy lean clay, slightly organic, a FILL little gravel and clayey sand, trace roots, dark 1 brown, black, a little gray 8 M SS 12 17 2- 3— 8 M SS 10 20 4- 5— 7 M SS 14 21 6- 7— 9 M SS 12 19 8- 9— 9 M SS 16 17 10 11 8 M SS 16 27 12 13 18 M SS 18 28 14 SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little light gray, stiff to very 15 stiff (CL) 12 M SS 16 21 16- 17 16 M SS 24 18 18 SANDY LEAN CLAY, a little gravel, brown and gray mottled, stiff (CL) 19 11 M SS 24 21 20 SANDY LEAN CLAY, a little gavel, brown and gray mottled, stiff (CL) 21 9 M SS 24 20 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO , 0-34/: 3.25', HSA DATE TU4E SAMPLED DEPTH CASING DEPTH CAVE-IN DEPTH DRILLING FLUID LEVEL WATER LEVEL THE ATTACHED 6/30/16 10:30 36.0 34.0 36.0 None SHEETS FOR AN EXPLANATION OF BORING COMPLETED: 6/30/16 TERMINOLOGY ON DR: JM LG: SHS Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Baring No. B -12A (p. 2 of 2) Project: IDI Distributors Addition; Chanhassen, NIN FIELD & LABORATORY TESTS DEPTH GEOLOGY NMC SAMPLE TYPE REC IN WC DEN LL PL o-#20 FEET MATERIAL DESCRIPTION SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little dark brown, stiff (CL) (coniinued) 11 M SS 24 20 23 24 25 ]I M SS 24 20 26 SANDY LEAN CLAY, a little gravel, grayish brown, a little brown, stiff, laminations of sandy 10 M SS 24 20 27 silt (CL) 28 29 13 M SS 24 19 30 SANDY LEAN CLAY, a little gravel, gray, stiff - to very stiff (CL) 15 M SS 24 16 31 32 33 22 M SS 24 17 34 3s 17 M SS 24 17 36 END OF BORING m 0 c? w 3 a U W Q a a a 0 U r < O l-DHR-061 03.2011 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Appendix B Geotechnical Report Limitations and Guidelines for Use Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. 20-14527 B.1 REFERENCE This appendix provides information to help you manage your risks relating to subsurface problems which are caused by construction delays, cost overruns, claims, and disputes. This information was developed and provided by ASFE', of which, we are a member firm. B.2 RISK MANAGEMENT INFORMATION B.2.1 Geotechnical Services are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one, not even you, should apply the report for any purpose or project except the one originally contemplated. B.2.2 Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. B.2.3 A Geotechnical Engineering Report is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific factors when establishing the scope of a study. Typically factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes, even minor ones, and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. B.2.4 Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man -trade events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. I ASFE, 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733: w .asfe.or¢ Appendix B - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. 20-14527 B.2.5 Most Geotechnical Findings Are Professional Opinions Site exploration identified subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. B.2.6 A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. B.2.7 A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report Reduce that risk by having your geotechnical engineer participate in prebid and preconstniction conferences, and by providing construction observation. B.2.8 Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognizes that separating logs from the report can elevate risk. B.2.9 Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In the letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. B.2.10 Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their report. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. B.2.11 Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else. Appendix B — Page 2 of 2 AMERICAN ENGINEERING TESTING, INC Ksambatek OPINION OF PROBABLE COSTS Client: EDEN TRACE CORPORATION Assumptions Project: IDI DISTRIBUTION BUILDING EXPANSION UNIT PRICE Project No.: 20592 Completed By: JEB Construction Phase: PRELIM 1 SUBTOTAL EROSION CONTROL Erosion Control QUANTITY UNIT UNIT PRICE TOTAL 1 Rock Construction Entrance 1 EA $1,800.00 $1,800.00 2 Inlet Protection- IP 1 6 EA $285.00 $1,710.00 3 Inlet Protection- IP 2 6 EA $260.00 $1,560.00 4 Bio -Roll 760 LF $2.75 $2,090.00 5 Install/Maintain/Remove Silt Fence 1,000 LF $2.10 $2,100.00 6 Seed & Mulch 3 AC $780.29 $2,340.87 7 Welland Buffer Monument 23 EA $100.00 $2,300.00 SUBTOTAL EROSION CONTROL 1 $13,900.87 SUBTOTAL EROSION CONTROL INFILTRATION BASIN QUANTITY UNIT UNIT PRICE TOTAL GRAND TOTAL 4" Dramt.le 911 LF $11.00 $10,021.00 2 Cleanout 14 EA $265.00 $3,710.00 3 Soil Media Mix A 300 Cy $12.00 $3.600.00 4 Sand 160 Cy $12.00 $1,920.00 5 Common Excavation 3.200 CY $3.75 $12,000.00 SUBTOTAL STORM SEWER $31,251.00 SUBTOTAL EROSION CONTROL $13,900.87 SUBTOTAL INFILTRATION BASIN $31,251.00 CONTINGENCY (20%) $9.030.37 GRAND TOTAL $54,182.24 1 of 1 1015/2016 Sambatek OPINION OF PROBABLE COSTS tient: EDEN TRACE CORPORATION Assumptions Pr01. ct: IDI DISTRIBUTION BUILDING EXPANSION UNIT PRICE Pro'ect No.: 20592 Com leted By: JEB Construction Phase: PRELIM 1 SUBTOTAL EROSION CONTROL Erosion Control QUANTITY UNIT UNIT PRICE TOTAL 1 IRock Construction Entrance 1 EA $1,800 00 $1,80000 2 Inlet Protection- IP 1 5 EA $285.00 $1,425.00 3 InIM P=. rotection- IP 2 5 EA $260.00 $1,300.00 4 Bio -Roll 760 LF $2.75 $2,090.00 5 Install/Maintain/Remeve Sift Fence 1,000 LF $2.10 $2,100.00 6 Seed 8 Mulch 3 AC $780.29 $2,340.87 7 Wetland Buffer Monument 3 EA $100.00 $300.00 8 SUBTOTAL EROSION CONTROL 14 CY 1 $11,355.87 SUBTOTAL EROSION CONTROL Storm Sewer QUANTITY UNIT UNIT PRICE TOTAL 1 12" HDPE 21 LF $20.00 $420.00 2 15" HDPE 255 LF $28.00 $7,140.00 3 18" HDPE 37 LF $30.00 $1,110.00 4 17' HDPE Rated End Section w/ TG 2 EA $500.00 $1,000.00 5 18" HDPE Flared End Section w/ TG 1 EA $800.00 $800.00 6 7 x 3' Storm Sewer Catch Basin 1 EA $1,500.00 $1,500.00 7 48" Diameter Catch Basin Manhole 1 EA $1,800.00 $1,800.00 8 Mn/Dot Class 3 Granite Rip Rap 14 CY $105.00 $1,470.00 9 Connect to Existing Catch Basin 2 EA $1,600.00 $3,000.00 10 Sod SUBTOTAL STORM SEWER SY $5.00 1 $18,240.00 SUBTOTAL EROSION CONTROL Landscaping QUANTITY UNIT UNIT PRICE TOTAL 1 jSkyhne Honey Locust 4 EA $550.00 $2,200.00 2 Swamp White Oak 2 EA $650.00 $1,300.00 3 ITransplanted Maple 4 EA $1,200.00 $4,800.00 4 Amencan Elm 3 EA $750.00 $2,250.00 5 Autumn Brilliance Seromberry 5 EA $400.00 $2,000.00 6 Spring Snow Crab Apple 3 EA $500.00 $1,500.00 7 Gr Low Fra rant Sumac 20 EA $45.00 $900.00 8 Turf Seed MN 25-131 1 1,370 SY $2.50 $3,425.00 9 Turf Seed MN 33-361 1,120 SY $2.50 $2,800.00 10 Sod 1,175 SY $5.00 $5,875.00 11 3/4 Dresser Trap Rack 12 CY $120.00 $1,440.00 12 Cambistat Tree Treatment 1 EA $1,000.00 $1,000.00 SUBTOTAL LANDSCAPING $29,490.00 SUBTOTAL EROSION CONTROL $11,355.87 SUBTOTAL STORM SEWER $18,240.00 SUBTOTAL LANDSCAPING $29,490.00 CONTINGENCY (20%) $11.817.17 GRAND TOTAL $70,903.04 Concept 597 1 of 1 ' r& 7/29/2016 A, —bate \ m h tQ �[ a I Engineering I Surveying I Planning I Environmental October S, 2016 Stephanie Smith Project Engineer City Of Chanhassen 7700 Market Blvd. P.O. Box 147 Chanhassen, MN 55317 RE: IDI Building Expansion Response to Comments Dear Stephanie, We have reviewed the City Comments dated Month 16, 2016 for the IDI Building Expansion Project, and have made revisions to the plans accordingly. A summary of the revisions follows: 1. The Site Plan Agreement must be recorded. Response: This is to be handled by the developer. 2. Outlot A must be platted as a lot and combined with Lot 1, Block 1. Response: The plat is approved by the county. 3. The applicant's surveyor shall show all easements of record on the existing based on a recent (within 90 days) title search of the parcel prior to recording the site plan agreement. Response: The existing conditions shows easements based on the title commitment. A note has been added to the existing conditions sheet C2.01. 4. The retaining wall needs to be moved so that it is at least 15 feet from the edge of the buffer or 35 feet from the wetland edge. Response: The grading plan has been revised to eliminate the retaining wall near the corner of the parking lot. A 3:1 slope has been provided in place of the wall. Please see sheet C4.01. 5. If importing or exporting material for development of the site is necessary, the applicant will be required to supply the city with detailed haul routes. IDI Distribution Building Expansion October 5, 2016 Page 2 Response: The contractor has been notified of this requirement and will supply the city with haul routes. 6. Provide details of each storm, sanitary, and watermain crossing to ensure a minimum vertical separation of 18 inches. Response: Utility crossing details have been provided on sheet C6.01. 7. The Emergency Overflow (EOF) location and elevation for the infiltration basin shall be added to the grading and utility plan sheets. Response: The EOF location and elevation has been provided on both the Utility Plan, sheet C6.01, and the Grading Plan, sheet C4.01. 8. The applicant must submit a soils report to the city prior to recording the site plan agreement. Response: The soils report is provided. 9. During construction, the infiltration basin area shall be protected from compaction and disturbance during construction. The infiltration basin area shall not be excavated prior to substantial completion of the site work and stabilization of the slopes. Revise the erosion control plan to show this. Response: A note has been added to erosion control sheets C5.01 and C5.02 indicating these requirements. 10. Submit an engineer's estimate for the erosion and sediment control measures and the construction of the infiltration basin. Response: An engineer's estimate has been prepared and is provided. 11. The applicant shall obtain permits from all appropriate regulatory agencies and comply with their conditions of approval. Response: Comment acknowledged. 12. Private water main shall be installed per the most current version of the City of Chanhassen Standard Specifications and Detail Plates, which shall be included in the construction specification documents for this project. IDI Distribution Building Expansion October 5, 2016 Page 3 Response: The project will not have a specifications book. A note has been added to the Utility Plan, Sheet C6.01, indicating that watermain is to be installed per the City of Chanhassen Specifications. 13. A separate SWPPP document must be submitted to the City for review. Response: The SWPPP book is in process and will be submitted. Please let us know if you have any additional questions or comments at 763-476-6010. Sincerely, Sambatek, Inc. Eric Luth, PE 8303 AOIL- ► t ambatekEngineering I Surveying I Planning I Environmental Letter of Transmittal TO: City of Chanhassen ADDRESS 7700 Market Blvd CRY, STATE Chanhassen, MN ZIP 55317 WE ARE SENDING: ❑ Shop Drawings ❑✓ Prints ❑ Change Order ❑ Copy of Letter E Plans ❑ Samples ■ DATE 05/12/2017 JOBSENO20592 ATTENTION Jerry Mohn - Building Official CLIENT Eden Trace Corporation Building Permit Revision RE: VIA: ❑ Mail ❑ UPS Overnight or Ground Z Courier 1 Hours ❑ Best price wltraddng COPIES DATE REV. DESCRIPTION 3 05/12/2017 For Your Use Full Size Plans - Revision A 1 05/10/2017 ❑ Stormwater Management Report ❑ Returned for corrections ❑ Return corrected prints ❑ Review and comment ❑ PRINTS RETURNED AFTER LOAN TO US ❑ FORBIDS DUE 20 ❑ THESE ARE TRANSMITTED AS CHECKED BELOW ❑✓ For Approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑✓ For Your Use ❑ Approved as noted ❑ Submit copies for distribution ❑ As Requested ❑ Returned for corrections ❑ Return corrected prints ❑ Review and comment ❑ PRINTS RETURNED AFTER LOAN TO US ❑ FORBIDS DUE 20 ❑ REMARKS: Please let us know if there's anything else you need from us. Thanks It encrosures are not as notea, Krnmy nonry us. COPYTO file SIGNED Eric Luth �� wi ►D� ��� ���� C- 71 ,Sambatek Engineering I Surveying I Planning I Environmental STORMWATER MANAGEMENT PLAN FOR IDI DISTRIBUTION CHANHASSEN, MN PREPARED BY: ERIC LUTH, PE JOSH BALZER MAY 10, 2017 1`L'ol�c,��O�S C�PN�PSSPN\NS IDI Distribution Stormwater Management Plan PaaEcrlNrnownoH May 10, 2017 Page 2 The proposed project is a building expansion located at 8303 Audubon Rd in Chanhassen, Minnesota. The project proposes to expand the existing building by approximately 0.62 acres and expand the parking lot to the north. The redevelopment is located within the Riley Purgatory Bluff Creek Watershed District (RPBCWD) Stormwater management for the project has been designed in compliance with the City of Chanhassen, RPBCWD, and MPCA NPDES general permit ExISTING CONDITIONS The existing site contains a 1.02 acre building and 1.09 acres of parking lot and drive aisles, for a total impervious area of 2.11 acres. The northern grassed portion of the site drains to an existing wetland on the northeast portion of the site. The remainder of the site drains to a regional wet detention basin located offsite to the southeast of the development A geotechnical report showed soils on site to by Hydrologic Soil Group type D with poor infiltration capacity. PROPOSED CONDITIONS The proposed project will generate 1.05 acres of new impervious surfaces. Pervious pavement has been used onsite to reduce the impervious footprint of the expansion. The first 1.1 inches of runoff from the new impervious surface is required to be infiltrated. Due to the poor infiltration capacity of the soils, a portion of the water will be infiltrated through the pervious pavement and in a shallow infiltration basin onsite. The existing regional basin facility will be utilized for rainwater reuse. The infiltration basin will drain to the NW wetland and the already developed portion of the site will drain to the regional basin to the southeast This regional basin was previously sized to provide additional water quality and rate control for the proposed building expansion but does not provide any volume reduction. IDI Distribution Stormwater Management Plan RATE Coma May 10, 2017 Page 3 The City of Chanhassen and RPBCWD require post development runoff rates not exceed existing development rates for the 2-,10-, and 100 -year, Atlas 14 rainfall events. Rate control onsite was designed to ensure that proposed discharge rates not exceed existing discharge rates to the north wetland, to the existing NURP basin, and for the site as a whole. This ensures that the downstream NURP basin has capacity for the expansion. Rate control calculations were performed in HydroCAD using the rainfall distributions provided by RPBCWD and the results are summarized in the tables below. Maximum Total Rate of Runoff (cfs) Storm Event Total Existing Total Proposed 2 -year 5.48 4.29 10 year 11.61 9.10 100-yea1- 30.17 29.90 10-DaySnowmelt 2.33 2.11 Maximum Rate of Runoff to NURP Pond from S1 (cfs) Storm Event Existing Proposed 1 -year 8.29 6.35 10 -year 13.97 9.86 100 year 24.39 16.13 10-DaySnowmelt 0.68 0.43 Maximum Rate of Runoff North to Wetland (cfs) Storm Event Existing Proposed 2 -yea 3.41 2.18 10 year 6.58 4.16 100 -year 12.88 10.02 10-Day5nowmelt 0.34 0.31 IDI Distribution Stormwater Management Plan May 10, 2017 Page 4 Per the 2008 permit, the NURP pond was expanded to accommodate the initial IDI Distribution development and ' additional future development with a total of 4.68 acres at 85 percent impervious. Under the existing, developed condition, the NURP basin receives runoff from 3.55 acres of the site. The proposed condition routes a portion of the site to a new infiltration BMP and further reduces the drainage area to the NURP pond to 2.24 acres. Both the volume and rate of runoff to the existing NURP pond are reduced in the proposed condition. The following table outlines permitted, existing, and proposed drainage areas to the NURP pond. Documentation on the 2008 permit ' has been included in the appendices. Drainage Area to NURP (ds) Impervious Area Storm Event (ac) Total Area (ac) 1008 Approved 3.98 4.68 1016 Existing 2.11 3.55 ' 1016 proposed 2.12 2.24 ' WATER QUALITY Per the RPBCWD, the disturbed site must provide for at least 60 percent annual removal efficiency for total phosphorus and at least 90 percent annual removal efficiency for total suspended solids from site runoff. Water quality is provided through a treatment train consisting of pervious pavement, a bio -filtration basin, pervious pavement, and a bio-swale with a check dam. The downstream wet detention basin was designed in 2008 to NURP standards and will be utilized for rainwater reuse onsite. A MIDS model was prepared for the redevelopment portion of the site. A summary is provided in the table below and further detail may be found in the appendices. Nutrient Analysis ' TSS Removal (%) TP Removal (%) Redevelopment 90 68 ' IDI Distribution Stormwater Management Plan VOLUME REDUCTION May 10, 2017 Page 5 Per the RPBCWD, volume reduction of the first 1.1 inches of runoff from the new impervious surface is required to be infiltrated on site. An underground sand filter with an elevated tile has been provided in the northwest comer of the site to provide onsite retention to the maximum extent possible given poor quality soils. The underground system has a footprint of 7,232 sf, with the tile raised 0.24 feet above native soils. Stormwater runoff will be pretreated in a sump manhole prior to entering the filtration system. An infiltration rate of 0.06 inches per hour was used for the assumed HSG type D soils. Additionally, the existing impervious drains to a regional NURP basin which will be used to provide rainwater reuse for an onsite irrigation system. Infiltration calculations were performed in HydroCAD and MIDS, the results are summarized in the tables below. Required Infiltration Volume (ft3) = Vi„f = 1(in) * 1 f t * New impervious Area (f t2) 12 in V,,,f(ft3) = 1.1(in) * 1 ftty2—in * 45,738( ft2) = 4,193 ft3 Volume Control Analysis New Impervious Surface 45,738 sf Design Infiltration/Filtration Rainfall Event 1.1 in Required Irfittration/Filtration Volume 4,193 d Maximum Allowable Infiltration Rate 0.06 in/hr Required Drawdown Time 48 hrs Maximum Storage Depth 0.24 ft Provided Volume Below Draintile in Filtration System 1,736 d Provided Rainwater Reuse 2,987 cf Total Infiltration Credit 4,723 cf ' IDI Distribution Stormwater Management Plan EMERGENCY OVERFLOW May 10, 2017 Page 6 In the event of a clog in the system or a rainfall event larger than the 100 year rainfall event, the onsite infiltration basin will overflow northeast into the existing wetland. STORMWATER SYSTEM OPERATIONS & MAINTENANCE If required by the City of Chanhassen or RPBCWD an operations and maintenance agreement will be prepared for the project EROSION & SEDIMENT CONTROL A comprehensive Stormwater Pollution Prevention Plan (SWPPP) meeting the requirements of the 2013 MPCA NPDES permit will be developed as part of the proposed project. SUMMARY The proposed IDI Distribution project will meet the requirements of the City of Chanhassen, RPBCWD, and MPCA through construction of an infiltration basin and use of an existing regional basin. These BMPs will provide the required rate control, water quality, and volume reduction improvements prior to discharging stormwater runoff from the site to downstream receiving waters. If you have any questions, comments, or additional information regarding this report, please contact me at eluthla)sambatek.com or 763-476-6010. ' IDI Distribution Stormwater Management Plan Appendix A Drainage Diagrams May 10, 2017 Page 7 0 LEGEND XX LINK ©POND XX REACH XX SUB -CATCHMENT NORTH �Sambatek www.umbatak.com ta1W wmM mus]W MhnMtla MN Sb113 183 1169010 W.O. 1W9J6.9iYt IW Eaae..la i& a Pwaia Emaw�ir Client EDEN TRACE CORPORATION Project IDI DISTRIBUTION BUILDING EXPGNSIQN Location CHANHASSEN, MN Certification Summary Approved: En Drawn: HE Revision History No. Date By Submittal/ Rev Sheet Title EXISTING DRAINAGE MAI Sheet No. Revisior 12 Project No. 2059 r- mb. ilmu M7II..I. ulNI Mk.kft MN 56141 M4]6.5NIO hYpa� Eppy isn.IlM Elaib nxl.e.ir Client EDEN TRACE CORPORATION Project IDI DISTRIBUTION BUILDING FXDANSIQN Location CHANHASSEN, MN Certification Summary Approved: EL Drawn: mT Revision History NO.Da� Submittal/Rev Sheet Title PROPOSED DRAINAGE MA Sheet No. Revisioi 22 Project No. 2059: LINK / © POND � l XX REACH I,I SUB -CATCHMENT 1S I 6 LL I I 3S I I� NORTH ®n R.,IT,11a.. r- mb. ilmu M7II..I. ulNI Mk.kft MN 56141 M4]6.5NIO hYpa� Eppy isn.IlM Elaib nxl.e.ir Client EDEN TRACE CORPORATION Project IDI DISTRIBUTION BUILDING FXDANSIQN Location CHANHASSEN, MN Certification Summary Approved: EL Drawn: mT Revision History NO.Da� Submittal/Rev Sheet Title PROPOSED DRAINAGE MA Sheet No. Revisioi 22 Project No. 2059: IDI Distribution Stormwater Management Plan Appendix B HydroCAD Calculations May 10, 2017 Page 8 1 1 2016 Existing 1 1 EX IDI Sile to Pond S3* E ' ting Chan Lakes S4*9P EX to South Wetlan Expand Pond S5 EX to North Wetland Total existing OS6) EX to Offsite Subcat Reach Aon Llnk 20592 HydroCAD-2016-09-12 Prepared by (enter your company name Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.020 98 (S4') 1.570 80 >75% Grass cover, Good, HSG D (S1', S6') 1.770 83 Brush, Poor, HSG D (SS') 0.800 80 Grass & Wetland Areas (S4') 3.100 60 Lawn / Natural (SY) 2.110 98 Paved parking & roofs (St') 0.500 80 Pond (SY) 5.030 98 Roof/ Parking Lot (S3') 14.900 85 TOTAL AREA EXISTING Printed 9/14/2016 20592 HydroCAD-2016-09-12 Prepared by (enter your company name here) HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC EXISTING Printed 9/14/2016 Page 3 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 3.340 HSG D S1*, S5*, S6* 11.560 Other S1*, S3*, S4* 14.900 TOTAL AREA 20592 HydroCAD-2016-09-12 Prepared by (enter your company name Ground Covers (selected nodes) EXISTING Printed 9/14/2016 HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 0.020 0.020 S4' 0.000 0.000 0.000 1.570 0.000 1.570 >75% Grass cover, Good S1', S6' 0.000 0.000 0.000 1.770 0.000 1.770 Brush, Poor S5` 0.000 0.000 0.000 0.000 0.800 0.800 Grass & Wetland Areas S4' 0.000 0.000 0.000 0.000 3.100 3.100 Lawn / Natural S3' 0.000 0.000 0.000 0.000 2.110 2.110 Paved parking & roofs S1' 0.000 0.000 0.000 0.000 0.500 0.500 Pond SY 0.000 0.000 0.000 0.000 5.030 5.030 Roof / Parking Lot S3' 0.000 0.000 0.000 3.340 11.560 14.900 TOTAL AREA 20592 HydroCAD-2016-09-12 Prepared by (enter your company name here} HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD LLC EXISTING Printed 9/14/2016 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 9P 938.00 937.80 40.0 0.0050 0.012 21.0 0.0 0.0 I I 1 1 1 EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD vl_Atlasl4 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 6 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentSl *: EX IDI Site to Pond Runoff Area=3.550 ac 59.44% Impervious Runoff Depth=1.95" Tc=15.0 min CN=91 Runoff=8.29 cfs 0.577 of ' SubcatchmentS3*: Existing Chan Lakes Runoff Area=8.630 ac 58.29% Impervious Runoff Depth=1.34" Tc=18.0 min CN=83 Runoff=12.68 cfs 0.966 of SubcatchmentS4*: EX to South Wetland Runoff Area=0.820 ac 2.44% Impervious Runoff Depth=1.15" Tc=10.0 min CN=80 Runoff-- 1.34 cfs 0.079 of ' SubcatchmentSS*: EX to North Wetland Runoff Area= 1.770 ac 0.00% Impervious Runoff Depth= 1.34" Tc=10.0 min CN=83 Runoff=3.41 cfs 0.198 of , SubcatchmentS6*: EX to Offsite Runoff Area=0.130 ac 0.00% Impervious Runoff Depth= 1.15" Tc=10.0 min CN=80 Runoff=0.21 cfs 0.012 of , Pond 9P: Expanded Pond Peak Elev=939.62' Storage= 170,190 cf Inflow=20.58 cfs 1.543 of Outflow=2.72 cfs 1.486 of Link 10L: Total existing Inflow=5.48 cfs 1.776 of ' Primary=5.48 cfs 1.776 of Total Runoff Area = 14.900 ac Runoff Volume = 1.832 of Average Runoff Depth = 1.48" ' 51.95% Pervious = 7.740 ac 48.05% Impervious = 7.160 ac ' EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87' Prepared by (enter your company name here) Printed 9/14/2016 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment S1*: EX IDI Site to Pond Runoff = 8.29 cfs @ 12.20 hrs, Volume= 0.577 af, Depth= 1.95' ' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD v1_Atlasl4 24-hr2y S1 2y 24hr Rainfall=2.87' Area (ac) CN Description 2.110 98 Paved parking & roofs 1.440 80 >75% Grass cover, Good, HSG D ' 3.550 91 Weighted Average 1.440 40.56% Pervious Area 2.110 59.44% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment S1*: EX IDI Site to Pond Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87' Prepared by {enter your company name here} Printed 9/14/2016 Summary for Subcatchment S3*: Existing Chan Lakes Runoff = 12.68 cfs @ 12.25 hrs, Volume= 0.966 af, Depth= 1.34" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87' Area (ac) CN Descriotion 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 41.71 % Pervious Area 5.030 58.29% Impervious Area Tc Length Description 18.0 Direct Entry, Subcatchment S3*: Existing Chan Lakes Hydrograph Time (hours) ■ RunoR ' EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment S4*: EX to South Wetland ' Runoff = 1.34 cfs @ 12.15 hrs, Volume= 0.079 af, Depth= 1.15' ' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD v1 Atlas14 24-hr2y S1 2y 24hr Rainfall=2.87' Area (ac) CN Description 0.800 80 Grass & Wetland Areas 0.020 98 ' 0.820 80 Weighted Average 0.800 97.56% Pervious Area 0.020 2.44% Impervious Area Tc Length (min) (feet) 10.0 Velocity Capacity Description Direct Entry, Subcatchment S4*: EX to South Wetland Hydrograph Time (hours) ® Runoff I I EXISTING ' 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by {enter your company name here} Printed 9/14/2016 ' HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment S5*: EX to North Wetland Runoff = 3.41 cfs @ 12.15 hrs, Volume= 0.198 af, Depth= 1.34" ' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' MN-RPBCWD_v1_Atlasl4 24-hr2y S1 2y 24hr Rainfall=2.87' Area (ac) CN Description ' 1.770 83 Brush, Poor, HSG D 1.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 10.0 Direct Entry, Subcatchment S5*: EX to North Wetland Hydrograph Time (hours) ■ Runofl , EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87' Prepared by {enter your company name here} Printed 9/14/2016 HydroCAE)@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment S6*: EX to Offsite Runoff = 0.21 cfs @ 12.15 hrs, Volume= 0.012 af, Depth= 1.15" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87' Area (ac) CN Descriotion 0.130 80 >75% Grass cover, Good, HSG D 0.130 100.00% Pervious Area Tc Length (minl /fpptl Description 10.0 Direct Entry, Subcatchment S6*: EX to Offsite Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff 20592 HydroCAD-2016-09-12 1 EXISTING ' MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by (enter your company name here) HvdroCADO 10.00-16 s/n 01876 © 2015 HvdroCAD Summary for Pond 9P: Expanded Pond Printed 9/14/2016 Inflow Area = 12.180 ac, 58.62% Impervious, Inflow Depth = 1.52" for 2y 24hr event Inflow = 20.58 cfs @ 12.23 hrs, Volume= 1.543 of Outflow = 2.72 cfs @ 13.18 hrs, Volume= 1.486 af, Atten= 87%, Lag= 57.2 min Primary = 2.72 cfs @ 13.18 hrs, Volume= 1.486 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 939.62'@ 13.18 hrs Surf.Area= 36,848 sf Storage= 170,190 cf (36,687 cf above start) Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 270.5 min ( 1,094.1 - 823.5 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 938.00'/ 937.80' S=0.0050'/' Cc= 0.900 n=0-012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.72 cfs @ 13.18 hrs HW=939.62' (Free Discharge) Ll =Culvert (Passes 2.72 cfs of 8.03 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 1 3=Orifice/Grate (Orifice Controls 2.72 cfs @ 3.46 fps) EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD v1_Atlas14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAM 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 13 Pond 9P: Expanded Pond Hydrograph Time (hours) ■ Inflow ■ Primary 11 EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by {enter your company name here} Printed 9/14/2016 , HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 14 Summary for Link 10L: Total existing Inflow Area = 14.900 ac, 48.05% Impervious, Inflow Depth > 1.43" for 2y 24hr event ' Inflow = 5.48 cfs @ 12.16 hrs, Volume= 1.776 of Primary = 5.48 cfs @ 12.16 hrs, Volume= 1.776 af, Atten= 0%, Lag= 0.0 min ' Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 10L: Total existing ' Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Fs -1 --fi ---' ■ Pnmary EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v 1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 15 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentS1*: EX IDI Site to Pond Runoff Area=3.550 ac 59.44% Impervious Runoff Depth=3.28" Tc=15.0 min CN=91 Runoff--1 3.97 cfs 0.969 of SubcatchmentS3`: Existing Chan Lakes Runoff Area=8.630 ac 58.29% Impervious Runoff Depth=2.52" Tc=18.0 min CN=83 Runoff --24.61 cfs 1.814 of SubcatchmentS4*: EX to South Wetland Runoff Area=0.820 ac 2.44% Impervious Runoff Depth=2.27" Tc=10.0 min CN=80 Runoff=2.74 cfs 0.155 of SubcatchmentS5": EX to North Wetland Runoff Area=1.770 ac 0.00% Impervious Runoff Depth=2.52" Tc=10.0 min CN=83 Runoff --6.58 cfs 0.372 of SubcatchmentS6': EX to Offsite Runoff Area=0.130 ac 0.00% Impervious Runoff Depth=2.27" Tc=10.0 min CN=80 Runoff=0.43 cfs 0.025 of Pond 9P: Expanded Pond Peak Elev=940.35' Storage=197.812 cf Inflow=37.98 cfs 2.783 of Outflow=9.52 cfs 2.726 of Link 10L: Total existing Inflow=11.62 cfs 3.277 of Primary=11.62 cfs 3.277 of Total Runoff Area = 14.900 ac Runoff Volume = 3.335 of Average Runoff Depth = 2.69" 51.95% Pervious = 7.740 ac 48.05% Impervious = 7.160 ac EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment S1*: EX IDI Site to Pond Runoff = 13.97 cfs @ 12.20 hrs, Volume= 0.969 af, Depth= 3.28" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlasl4 24-hr10y S1 10y 24hr Rainfall=4.27' Area (ac) CN Description 2.110 98 Paved parking & roofs 1.440 80 >75% Grass cover, Good, HSG D 3.550 91 Weighted Average 1.440 40.56% Pervious Area 2.110 59.44% Impervious Area Tc Length Description 15.0 Direct Entry, Subcatchment S1*: EX IDI Site to Pond Hydrograph Time (hours) ■ Runaff , EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27' Prepared by {enter your company name here} Printed 9/14/2016 ' HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment S3*: Existing Chan Lakes Runoff = 24.61 cfs @ 12.25 hrs, Volume= 1.814 af, Depth= 2.52" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlasl4 24-hr10y S1 10y 24hr Rainfall=4.27' Area (ac) CN Description ' 5.030 98 Roof / Parking Lot 0.500 80 Pond ` 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 41.71 % Pervious Area 5.030 58.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 18.0 Direct Entry, Subcatchment S3*: Existing Chan Lakes Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours( ■ Runoff EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD@ 10.00-16 s/n 01876 © 2015 HvdroCAD Software Solutions LLC Paae 18 Summary for Subcatchment S4*: EX to South Wetland Runoff = 2.74 cfs @ 12.14 hrs, Volume= 0.155 af, Depth= 2.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.0048.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1Mas 14 24-hr10y S1 10y 24hr Rainfall=4.27' Area (ac) CN Description 0.800 80 Grass & Wetland Areas * 0.020 98 0.820 80 Weighted Average 0.800 97.56% Pervious Area 0.020 2.44% Impervious Area Tc Length S Description 10.0 Direct Entry, Subcatchment S4*: EX to South Wetland Hydrograph Time (hours) ■ RunOR ' EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by {enter your company name here} Printed 9/14/2016 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment S5*: EX to North Wetland Runoff = 6.58 cfs @ 12.14 hrs, Volume= 0.372 af, Depth= 2.52" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27' Area (ac) CN Description 1.770 83 Brush, Poor, HSG D 1.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment S5*: EX to North Wetland Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ RUr101F EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_v 1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by {enter your company name here} Printed 9/14/2016 HvdroCAD® 10.00-16 s/n 01876 © 2015 HvdroCAD Software Solutions LLC Paoe 20 Summary for Subcatchment S6*: EX to Offsite Runoff = 0.43 cfs @ 12.14 hrs, Volume= 0.025 af, Depth= 2.27" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlasl4 24-hr10y S1 10y 24hr Rainfall=4.27' Area (ac) CN Descriotion 0.130 80 >75% Grass cover, Good, HSG D 0.130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description inl /f..*\ Iff/ff\ IH/ --- I Irfc\ 10.0 Direct Entry, Subcatchment S6*: EX to Offsite Hydrograph Time (hours) 11 11 11 11 ■ RunoH , ' 20592 EXISTING 16-09-12 MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" your company name here) s/n 01876 © 2015 HvdroCAD Software Solutions Summary for Pond 9P: Expanded Pond Printed 9/14/2016 ■ Inflow Area = 12.180 ac, 58.62% Impervious, Inflow Depth = 2.74" for 10y 24hr event Inflow = 37.98 cfs @ 12.23 hrs, Volume= 2.783 of ' Outflow 9.52 cfs @ 12.73 hrs, Volume= 2.726 af, Atten= 75%, Lag= 30.3 min Primary 9.52 cfs @ 12.73 hrs, Volume= 2.726 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 940.35'@ 12.73 hrs Surf.Area= 38,362 sf Storage= 197,812 cf (64,309 cf above start) ' Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 221.6 min ( 1,017.7 - 796.1 ) Volume Invert Avail -Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 ' 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 ' 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 ' 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices ' #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 938.00'/ 937.80' S= 0.0050T Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=9.44 cfs @ 12.73 hrs HW=940.35' (Free Discharge) t1=Culvert (Passes 9.44 cfs of 12.20 cfs potential flow) ' �2=Orifice/Grate (Weir Controls 5.21 cfs @ 1.64 fps) 3=Orifice/Grate (Orifice Controls 4.23 cfs @ 5.39 fps) ii EXISTING , 20592 HydroCAD-2016-09-12 MN-RPBCWD_v1_Atlasl4 24-hr10y S1 10y 24hr Rainfall=4.27' Prepared by {enter your company name here} Printed 9/14/2016 ' HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 22 Pond 9P: Expanded Pond Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Inflow ' 0 Primary 1 1 EXISTING 20592 HydroCAD-2016-09-12 MN-RPBCWD_vl_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27' Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 23 Summary for Link 10L: Total existing Inflow Area = 14.900 ac, 48.05% Impervious, Inflow Depth > 2.64" for 10y 24hr event Inflow = 11.62 cfs @ 12.15 hrs, Volume= 3.277 of Primary = 11.62 cfs @ 12.15 hrs, Volume= 3.277 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 10L: Total existing Hydrograph 1 1 1 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow Primary EXISTING 20592 HydroCAD-2016-09-1 MN-RPBCWD_v1_At1as14 24-hr1O0y S1 10Oy 24hr Rainfall=7.41 " Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HvdroCAD Software Solutions LLC Paae 24 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentS1*: EX IDI Site to Pond Runoff Area=3.550 ac 59.44% Impervious Runoff Depth=6.34" Tc=15.0 min CN=91 Runoff=24.39 cfs 1.876 of SubcatchmentS3*: Existing Chan Lakes Runoff Area=8.630 ac 58.29% Impervious Runoff Depth=5.42" Tc=18.0 min CN=83 Runoff --48.62 cfs 3.895 of SubcatchmentS4*: EX to South Wetland Runoff Area=0.820 ac 2.44% Impervious Runoff Depth=5.07" Tc=10.0 min CN=80 Runoff=5.65 cfs 0.347 of SubcatchmentSS*: EX to North Wetland Runoff Area=1.770 ac 0.00% Impervious Runoff Depth=5.42" Tc=10.0 min CN=83 Runoff=12.88 cfs 0.799 of SubcatchmentS6*: EX to Offsite Runoff Area=0.130 ac 0.00% Impervious Runoff Depth=5.07" Tc=10.0 min CN=80 Runoff=0.90 cfs 0.055 of Pond 9P: Expanded Pond Peak Elev=941.72' Storage=256.501 cf Inflow=72.50 cfs 5.771 of Outflow=19.54 cfs 5.712 of Link 10L: Total existing Inflow=30.17 cfs 6.912 of Primary=30.17 cfs 6.912 of Total Runoff Area = 14.900 ac Runoff Volume = 6.972 of Average Runoff Depth = 5.61" , 51.95% Pervious = 7.740 ac 48.05% Impervious = 7.160 ac EXISTING 20592 HydroCAD-2016-09-1 MN-RPBCWD_vl_Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by (enter your company name here) Printed 9/14/2016 HvdroCAD(D10.00-16 s/n 01876 ©20115 HvdroCAD Software Solutions LLC Pane 25 Summary for Subcatchment S1*: EX IDI Site to Pond Runoff = 24.39 cfs @ 12.20 hrs, Volume= 1.876 af, Depth= 6.34" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlasl4 24-hr100y S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 2.110 98 Paved parking & roofs 1.440 80 >75% Grass cover. Good_ HSG D 3.550 91 Weighted Average 1.440 40.56% Pervious Area 2.110 59.44% Impervious Area ' Tc Length Slope Velocity Capacity min (feet) (ft/ft) (ft/sec) (cfs) Description 15.0 Direct Entry, Subcatchment S1*: EX IDI Site to Pond Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff EXISTING 20592 HydroCAD-2016-09-1 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment S3*: Existing Chan Lakes Runoff = 48.62 cfs @ 12.24 hrs, Volume= 3.895 af, Depth= 5.42" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1—Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 41.71% Pervious Area 5.030 58.29% Impervious Area Tc Length Description 18.0 Direct Entry, Subcatchment S3*: Existing Chan Lakes Hydrograph Time (hours) 0 Runoff ' EXISTING 20592 HydroCAD-2016-09-1 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41 " Prepared by {enter your company name here) Printed 9/14/2016 ' HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment S4*: EX to South Wetland Runoff = 5.65 cfs @ 12.14 hrs, Volume= 0.347 af, Depth= 5.07' ' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD v1 Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.800 80 Grass & Wetland Areas 0.020 98 0.820 80 Weighted Average 0.800 97.56% Pervious Area 0.020 2.44% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Subcatchment S4*: EX to South Wetland Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) B Runoff EXISTING 20592 HydroCAD-2016-09-1 MN-RPBCWD_vl_Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41 " Prepared by (enter your company name here) Printed 9/14/2016 HvdroCAD® 10.00-16 s/n 01876 @ 2015 HvdroCAD Software Solutions LLC Paqe 28 Summary for Subcatchment S5*: EX to North Wetland Runoff = 12.88 cfs @ 12.14 hrs, Volume= 0.799 af, Depth= 5.42" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.0048.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1—Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 1.770 83 Brush, Poor, HSG D 1.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment S5*: EX to North Wetland Hydrograph Time (hours) ■ ROnOR ' EXISTING 20592 HydroCAD-2016-09-1 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by {enter your company name here} Printed 9/14/2016 ydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment S6": EX to Offsite Runoff = 0.90 cfs @ 12.14 hrs, Volume= 0.055 af, Depth= 5.07' ' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs MN-RPBCWD v1 Atlasl4 24-hr100y S1 100y 24hr Rainfall=7.41" ' Area (ac) CN Description 0.130 80 >75% Grass cover, Good, HSG D 0.130 100.00% Pervious Area ■ Tc Length (min) (feet) 10.0 1 N O LL 1 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Description Direct Entry, Subcatchment S6*: EX to Offsite Hydrograph ■ Runo(! Plug -Flow detention time= 386.9 min calculated for 2.647 of (46% of inflow) Center -of -Mass det. time= 150.8 min ( 926.4 - 775.6 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) EXISTING , 20592 HydroCAD-2016-09-1 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41 " (cubic -feet) (cubic -feet) Prepared by (enter your company name here) Printed 9/14/2016 0 0 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 30 ' Summary for Pond 9P: Expanded Pond 20,495 19,207 35,740 936.00 23,275 21,885 57,625 Inflow Area = 12.180 ac, 58.62% Impervious, Inflow Depth = 5.69" for 100y 24hr event 24,768 82,393 Inflow = 72.50 cfs @ 12.22 hrs, Volume= 5.771 of 34,244 30,252 112,645 Outflow = 19.54 cfs @ 12.75 hrs, Volume= 5.712 af, Atten= 73%, Lag= 31.5 min , Primary = 19.54 cfs @ 12.75 hrs, Volume= 5.712 of 940.00 37,389 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 941.00 40,146 Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf 942.00 ' Peak Elev= 941.72'@ 12.75 hrs Surf.Area= 52,252 sf Storage= 256,501 cf (122,997 cf above start) Invert Plug -Flow detention time= 386.9 min calculated for 2.647 of (46% of inflow) Center -of -Mass det. time= 150.8 min ( 926.4 - 775.6 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 938.00'/ 937.80' S=0.0050'/' Cc= 0.900 n=0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=19.54 cfs @ 12.75 hrs HW=941.72' (Free Discharge) t1= Culvert (Inlet Controls 19.54 cfs @ 8.12 fps) L2=Orifice/Grate (Passes < 77.02 cfs potential flow) 3=Orifice/Grate (Passes < 6.12 cfs potential flow) ' EXISTING 20592 HydroCAD-2016-09-1 MN-RPBCWD v1_Atlasl4 24-hr100y Sl 100y 24hr Rainfall=7.41" Prepared by {enter your company name here} Printed 9/14/2016 1 HydroCAD010.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Paae 31 Pond 9P: Expanded Pond Hydrograph Time (hours) ■ Inflow ■ Primary EXISTING , 20592 HydroCAD-2016-09-1 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 32 Summary for Link 10L: Total existing ' Inflow Area = 14.900 ac, 48.05% Impervious, Inflow Depth > 5.57' for 100y 24hr event Inflow = 30.17 cfs @ 12.18 hrs, Volume= 6.912 of Primary = 30.17 cfs @ 12.18 hrs, Volume= 6.912 af, Atten= 0%, Lag= 0.0 min ' Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 10L: Total existing ' Hydrograph Time (hours) ■ Inflow , p Primary 2017 Proposed is 1 P IDI Site to Pond West/North Lot to Basin Undergrou d Filtration 3S P1" eExisting Chan Lakes rJS 22L Expanded Pond Proposed to North To Wetland Wetland 4S `� 19L Proposed to South Total Proposed Wetland 6S Proposed to Offsite Subcat Reach Aon Llnk 20592 HydroCAD-2017-05-03 JEB Prepared by Sambatek HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.020 98 (4S) 0.658 80 >75% Grass cover, Good, HSG D (1S, 2S, 6S) 1.082 83 Brush, Poor, HSG D (5S) 0.800 80 Grass & Wetland Areas (4S) 3.110 60 Lawn/ Natural (3S) 2.150 98 Paved parking & roofs (1S) 1.550 98 Paved parking, HSG D (2S) 0.500 80 Pond (3S) 5.030 98 Roof / Parking Lot (3S) 14.900 87 TOTAL AREA Printed 5/10/2017 20592 HydroCAD-2017-05-03 JEB Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 3 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 3.290 HSG D 1S, 2S, 5S, 6S 11.610 Other 1S, 3S, 4S 14.900 TOTAL AREA II 20592 HydroCAD-2017-05-03 JEB Prepared by Sambatek HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Printed 5/10/2017 Page 4 ' Ground Covers (selected nodes) ' HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment ' (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.658 0.020 0.000 0.020 0.658 >75% Grass cover, Good 4S 1 S, 2S, ' 6S 0.000 0.000 0.000 1.082 0.000 1.082 Brush, Poor 5S 0.000 0.000 0.000 0.000 0.800 0.800 Grass & Wetland Areas 4S ' 0.000 0.000 0.000 0.000 3.110 3.110 Lawn / Natural 3S 0.000 0.000 0.000 1.550 0.000 1.550 Paved parking 2S 0.000 0.000 0.000 0.000 2.150 2.150 Paved parking & roofs is ' 0.000 0.000 0.000 0.000 0.500 0.500 Pond 3S 0.000 0.000 0.000 0.000 5.030 5.030 Roof / Parking Lot 3S 0.000 0.000 0.000 3.290 11.610 14.900 TOTAL AREA , 1 1 ' 20592 HydroCAD-2017-05-03 JEB Prepared by Sambatek HydroCAD® 10.00-16 s/n 01876 © 2015 Hv LLC Pipe Listing (selected nodes) Printed 5/10/2017 Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1 P 942.50 941.70 160.0 0.0050 0.013 6.0 0.0 0.0 2 1 P 941.70 941.55 30.0 0.0050 0.013 12.0 0.0 0.0 3 P1' 938.00 937.80 40.0 0.0050 0.012 21.0 0.0 0.0 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Pape 6 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: IDI Site to Pond Runoff Area=2.240 ac 95.98% Impervious Runoff Depth=2.53" Tc=15.0 min CN=97 Runoff --6.35 cfs 0.472 of Subcatchment2S: West/North Lot to Basin Runoff Area=1.988 ac 77.97% Impervious Runoff Depth=2.22" Tc=15.0 min CN=94 Runoff=5.18 cfs 0.369 of Subcatchment3S: Existing Chan Lakes Runoff Area=8.640 ac 58.22% Impervious Runoff Depth=1.34" Tc=18.0 min CN=83 Runoff=12.69 cfs 0.967 of Subcatchment4S: Proposed to South Runoff Area=0.820 ac 2.44% Impervious Runoff Depth=1.15" Tc=10.0 min CN=80 Runoff=1.34 cfs 0.079 of Subcatchment5S: Proposedto North Runoff Area=1.082 ac 0.00% Impervious Runoff Depth=1.34" Tc=10.0 min CN=83 Runoff --2.08 cfs 0.121 of Subcatchment6S: Proposed to Offsite Runoff Area=0.130 ac 0.00% Impervious Runoff Depth=1.15" Tc=10.0 min CN=80 Runoff=0.21 cfs 0.012 of Pond 1P: Underground Filtration Peak Elev=945.64' Storage=10.595 cf Inflow=5.18 cfs 0.369 of Outflow=0.19 cfs 0.369 of Pond P1*: Expanded Pond Peak Elev=939.56' Storage=168.093 cf Inflow=18.66 cfs 1.439 of Outflow=2.58 cfs 1.383 of Link 19L: Total Proposed Inflow=4.29 cfs 1.964 of Primary=4.29 cfs 1.964 of Link 22L: To Wetland Inflow=2.18 cfs 0.490 of Primary=2.18 cfs 0.490 of Total Runoff Area = 14.900 ac Runoff Volume = 2.020 of Average Runoff Depth = 1.63" 41.28% Pervious = 6.150 ac 58.72% Impervious = 8.750 ac , 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAE)0 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1 S: IDI Site to Pond Runoff = 6.35 cfs @ 12.20 hrs, Volume= 0.472 af, Depth= 2.53" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Area (ac) CN Description 2.150 98 Paved parking & roofs 0.090 80 >75% Grass cover_ Good_ HSG D 2.240 97 Weighted Average 0.090 4.02% Pervious Area 2.150 95.98% Impervious Area Tc Length Slope Velocity Capacity Description /mini /fPefl /ft/ffl lfticcrl lrfcl 15.0 Direct Entry, Subcatchment 1S: IDI Site to Pond Hydrograph Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: West/North Lot to Basin Runoff = 5.18 cfs @ 12.20 hrs, Volume= 0.369 af, Depth= 2.22" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Area (ac) CN Deschotion 1.550 98 Paved parking, HSG D 0.438 80 >75% Grass cover, Good, HSG D 1.988 94 Weighted Average 0.438 22.03% Pervious Area 1.550 77.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 2S: West/North Lot to Basin Hydrograph Time (hours) ■ Runoff ' ' 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 ' ydroCAD® 10.00-16 s/n 01876 1112015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 3S: Existing Chan Lakes ' Runoff = 12.69 cfs @ 12.25 hrs, Volume= 0.967 af, Depth= 1.34" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87' _ Area (ac) CN Description ' 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.110 60 Lawn / Natural 8.640 83 Weighted Average 3.610 41.78% Pervious Area 5.030 58.22% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, Subcatchment 3S: Existing Chan Lakes Hydrograph Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 4S: Proposed to South Wetland Runoff = 1.34 cfs @. 12.15 hrs, Volume= 0.079 af, Depth= 1.15' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87' Area (ac) CN Description * 0.800 80 Grass & Wetland Areas * 0.020 98 0.820 80 Weighted Average 0.800 97.56%" Pervious Area 0.020 2.44% Impervious Area Tc Length min) (feet) 10.0 Description Direct Entry, Subcatchment 4S: Proposed to South Wetland Hydrograph Time (hours) ■ Runoff ' 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 5S: Proposed to North Wetland Runoff = 2.08 cfs @ 12.15 hrs, Volume= 0.121 af, Depth= 1.34" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87' Area (ac) CN Description 1.082 83 Brush, Poor, HSG D 1.082 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 2 Subcatchment 5S: Proposed to North Wetland Hydrograph C Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 6S: Proposed to Offsite Runoff = 0.21 cfs @ 12.15 hrs, Volume= 0.012 af, Depth= 1.15' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.130 80 >75% Grass cover, Good, HSG D 0.130 100.00% Pervious Area Tc Length min) (feet) 10.0 Description Direct Entry, Subcatchment 6S: Proposed to Offsite Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff ' 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 © 2015 HvdroCAD Software Solutions LLC Summary for Pond 1P: Underground Filtration [581 Hint: Peaked 0.54' above defined flood level Inflow Area = 1.988 ac, 77.97% Impervious, Inflow Depth = 2.22" for 2y 24hr event Inflow 5.18 cfs @ 12.20 hrs, Volume= 0.369 of Outflow 0.19 cfs @ 15.14 hrs, Volume= 0.369 af, Atten= 96%, Lag= 176.2 min Primary = 0.19 cfs @ 15.14 hrs, Volume= 0.369 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 945.64'@ 15.14 hrs Surf.Area= 7,232 sf Storage= 10,595 cf Flood Elev= 945.10' Surf.Area= 7,232 sf Storage= 7,408 cf Plug -Flow detention time= 703.1 min calculated for 0.368 of (100% of inflow) Center -of -Mass det. time= 703.7 min ( 1,496.5 - 792.8 ) Volume Invert Avail.Storage Storage Description #1A 943.50' 10,034 cf 44.25'W x 163.441 x 5.50'H Field A 39,777 cf Overall - 14,692 cf Embedded = 25,085 cf x 40.0% Voids #2A 944.25' 14,692 cf ADS_StormTech MC -3500 d +Capx 132 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 6 Rows of 22 Chambers x2x6rows =178.8cf 24,726 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 2 943.50' 0.600 in/hr Exfiltration over Surface area #2 Device 3 942.50' 6.0" Round Tile L= 160.0' Ke= 0.500 Inlet / Outlet Invert= 942.50'/ 941.70' S= 0.00507 Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #3 Primary 941.70' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/ Outlet Invert= 941.70'/ 941.55' S=0.00507 Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #4 Device 3 944.90' 2.0" Vert. Orifice/Grate C= 0.600 #5 Device 3 947.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #6 Device 3 948.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) OutFlow Max=0.19 cfs @ 15.14 hrs HW=945.64' (Free Discharge) Ivert (Passes 0.19 cfs of 7.01 cfs potential flow) Tile (Passes 0.10 cfs of 0.78 cfs potential flow) -1=Exfiltration (Exfiltration Controls 0.10 cfs) Orifice/Grate (Orifice Controls 0.08 cfs @ 3.89 fps) Sharp -Crested Rectangular Weir(Controls 0.00 cfs) Sharp -Crested Rectangular Weir( Controls 0.00 cfs) 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 14 Pond 1 P: Underground Filtration - Chamber Wizard Field A Chamber Model= ADS_StormTechMC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03/14 with Cap storage) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L= 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C -C Row Spacing 22 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 161.44' Row Length +12.0" End Stone x 2 = 163.44' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Base + 45.0" Chamber Height + 12.0" Cover = 5.50' Field Height 132 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 14,692.5 cf Chamber Storage 39,777.2 cf Field - 14,692.5 cf Chambers = 25,084.8 cf Stone x 40.0% Voids = 10,033.9 cf Stone Storage Chamber Storage + Stone Storage = 24,726.4 cf = 0.568 of Overall Storage Efficiency = 62.2% Overall System Size = 163-44'x 44.25'x 5.50' 132 Chambers 1,473.2 cy Field 929.1 cy Stone 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 15 Pond 1P: Underground Filtration Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ IMow 0 Primary 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Pape 16 Summary for Pond P1*: Expanded Pond Inflow Area = 10.880 ac, 65.99% Impervious, Inflow Depth = 1.59" for 2y 24hr event Inflow = 18.66 cfs @ 12.23 hrs, Volume= 1.439 of Outflow = 2.58 cfs @ 13.15 hrs, Volume= 1.383 af, Atten= 86%, Lag= 55.2 min Primary = 2.58 cfs @ 13.15 hrs, Volume= 1.383 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 939.56'@ 13.15 hrs Surf.Area= 36,768 sf Storage= 168,093 cf (34,589 cf above start) Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 279.6 min ( 1,094.1 - 814.5 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 938.00'/ 937.80' S=0.0050'/' Cc= 0.900 n=0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.58 cfs @ 13.15 hrs HW=939.56' (Free Discharge) t1=Culvert (Passes 2.58 cfs of 7.61 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 1 3=Orifice/Grate (Orifice Controls 2.58 cfs @ 3.33 fps) 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 17 Pond P1*: Expanded Pond Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow 0 Primary —11 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' ' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Paqe 18 ' Summary for Link 19L: Total Proposed Inflow Area = 14.900 ac, 58.72% Impervious, Inflow Depth > 1.58" for 2y 24hr event ' Inflow = 429 cfs @ 12.16 hrs, Volume= 1.964 of Primary = 4.29 cfs @ 12.16 hrs, Volume= 1.964 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs , Link 19L: Total Proposed ' Hydrograph Time (hours) ■ Inflow , ■ Primary 20592 HydroCAD-2017-05-03 JERiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 19 Summary for Link 22L: To Wetland Inflow Area = 3.070 ac, 50.49% Impervious, Inflow Depth = 1.91" for 2y 24hr event Inflow = 2.18 cfs @ 12.15 hrs, Volume= 0.490 of Primary = 2.18 cfs @ 12.15 hrs, Volume= 0.490 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.0048.00 hrs, dt= 0.05 hrs Link 22L: To Wetland Hydrograph m u 3 LL Time (hours) ■ Inflow ■ Primary 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 20 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: IDI Site to Pond Runoff Area=2.240 ac 95.98% Impervious Runoff Depth=3.92" Tc=15.0 min CN=97 Runoff --9.86 cfs 0.732 of Subcatchment2S: West/North Lot to Basin Runoff Area=1.988 ac 77.97% Impervious Runoff Depth=3.59" Tc=15.0 min CN=94 Runoff --8.35 cfs 0.595 of Subcatchment3S: Existing Chan Lakes Runoff Area=8.640 ac 58.22% Impervious Runoff Depth=2.52" Tc=18.0 min CN=83 Runoff=24.64 cfs 1.816 of Subcatchment4S: Proposed to South Runoff Area=0.820 ac 2.44% Impervious Runoff Depth=2.27" Tc=10.0 min CN=80 Runoff=2.74 cfs 0.155 of Subcatchment5S: Proposedto North Runoff Area=1.082 ac 0.00% Impervious Runoff Depth=2.52" Tc=10.0 min CN=83 Runoff --4.02 cfs 0.227 of Subcatchment6S: Proposed to Offsite Runoff Area=0.130 ac 0.00% Impervious Runoff Depth=2.27" Tc=10.0 min CN=80 Runoff=0.43 cfs 0.025 of Pond 1P: Underground Filtration Peak Elev=947.23' Storage=19.007 cf Inflow=8.35 cfs 0.595 of Outflow=0.26 cfs 0.542 of Pond P1*: Expanded Pond Peak Elev=940.27' Storage=194.799 cf Inflow=33.97 cfs 2.548 of Outflow=7.13 cfs 2.491 of Link 19L: Total Proposed Inflow=9.10 cfs 3.440 of Primary=9.10 cfs 3.440 of Link 22L: To Wetland Inflow=4.16 cfs 0.770 of Primary=4.16 cfs 0.770 of Total Runoff Area = 14.900 ac Runoff Volume = 3.549 of Average Runoff Depth = 2.86" 41.28% Pervious = 6.150 ac 58.72% Impervious = 8.750 ac ' 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAM1 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 1S: IDI Site to Pond ' Runoff = 9.86 cfs @ 12.20 hrs, Volume= 0.732 af, Depth= 3.92" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Area (ac) CN Description ' 2.150 98 Paved parking & roofs 0.090 80 >75% Grass cover, Good, HSG D 2.240 97 Weighted Average ' 0.090 4.02% Pervious Area 2.150 95.98% Impervious Area Tc Length Slope Velocity Capacity Description ' min (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1 S: IDI Site to Pond Hydrograph Time (hours) ■ RunoR 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 2S: West/North Lot to Basin Runoff = 8.35 cfs @ 12.20 hrs, Volume= 0.595 af, Depth= 3.59" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Area (ac) CN Descriotion 1.550 98 Paved parking, HSG D 0.438 80 >75% Grass cover, Good, HSG D 1.988 94 Weighted Average 0.438 22.03% Pervious Area 1.550 77.97% Impervious Area Tc Length Description 15.0 Direct Entry, Subcatchment 2S: West/North Lot to Basin Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 ' HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 3S: Existing Chan Lakes Runoff = 24.64 cfs @ 12.25 hrs, Volume= 1.816 af, Depth= 2.52' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Area (ac) CN Description ' 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.110 60 Lawn / Natural 8.640 83 Weighted Average 3.610 41.78% Pervious Area 5.030 58.22% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, ' Subcatchment 3S: Existing Chan Lakes Hydrograph Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 4S: Proposed to South Wetland Runoff = 2.74 cfs @ 12.14 hrs, Volume= 0.155 af, Depth= 2.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.800 80 Grass & Wetland Areas � n nnn no 0.820 80 Weighted Average 0.800 97.56% Pervious Area 0.020 2.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: Proposed to South Wetland Hydrograph Time (hours) ■ RunoH ' 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed IOy 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/1012017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 5S: Proposed to North Wetland Runoff = 4.02 cfs @ 12.14 hrs, Volume= 0.227 af, Depth= 2.52" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Area (ac) CN Description 1.082 83 Brush, Poor, HSG D 1.082 100.00% Pervious Area Tc Length Slope Velocity Capacity Description lminl /f..tl !ff/ffl !N/con\ lnfcl 10.0 Direct Entry, Subcatchment 5S: Proposed to North Wetland Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 6S: Proposed to Offsite Runoff = 0.43 cfs @ 12.14 hrs, Volume= 0.025 af, Depth= 2.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Area (ac) CN Description 0.130 80 >75% Grass cover, Good, HSG D 0.130 100.00% Pervious Area Tc Length Description 10.0 Direct Entry, Subcatchment 6S: Proposed to Offsite Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 P2115 HydroCAD Software Solutions LLC Page 27 Summary for Pond 1P: Underground Filtration [58] Hint: Peaked 2.13' above defined flood level Inflow Area = 1.988 ac, 77.97% Impervious, Inflow Depth = 3.59" for 10y 24hr event Inflow 8.35 cfs @ 12.20 hrs, Volume= 0.595 of Outflow 0.26 cfs @ 15.19 hrs, Volume= 0.542 af, Atten= 97%, Lag= 179.7 min Primary = 0.26 cfs @ 15.19 hrs, Volume= 0.542 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 947.23'@ 15.19 hrs Surf.Area= 7,232 sf Storage= 19,007 cf Flood Elev= 945.10' Surf.Area= 7,232 sf Storage= 7,408 cf Plug -Flow detention time= 794.6 min calculated for 0.542 of (91% of inflow) Center -of -Mass det. time= 759.0 min ( 1,532.5 - 773.5 ) _Volume Invert Avail.Storage Storage Description #1A 943.50' 10,034 cf 44.25'W x 163.44'L x 5.50'H Field A 39,777 cf Overall - 14,692 cf Embedded = 25,085 cf x 40.0% Voids #2A 944.25' 14,692 cf ADS_StormTech MC -3500 d +Capx 132 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 6 Rows of 22 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 24,726 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 2 943.50' 0.600 in/hr Exfiltration over Surface area #2 Device 3 942.50' 6.0" Round Tile L= 160.0' Ke= 0.500 Inlet/ Outlet Invert= 942.50'/941.70' S= 0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf 43 Primary 941.70' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/ Outlet Invert= 941.70'/ 941.55' S=0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #4 Device 3 944.90' 2.0" Vert. Orifice/Grate C= 0.600 45 Device 3 947.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 46 Device 3 948.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.26 cfs @ 15.19 hrs HW=947.23' (Free Discharge) ' t =Culvert (Passes 0.26 cfs of 8.48 cfs potential flow) 2=Tile (Passes 0.10 cfs of 0.94 cfs potential flow) t1=Exfiltration (Exfiltration Controls 0.10 cfs) =Orifice/Grate (Orifice Controls 0.16 cfs @ 7.21 fps) ' =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 28 Pond 1 P: Underground Filtration - Chamber Wizard Field A Chamber Model = ADS_StormTechMC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03114 with Cap storage) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.171 = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C -C Row Spacing 22 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 161.44' Row Length +12.0" End Stone x 2 = 163.44' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Base + 45.0" Chamber Height + 12.0" Cover = 5.50' Field Height 132 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 14,692.5 cf Chamber Storage 39,777.2 cf Field - 14,692.5 cf Chambers = 25,084.8 cf Stone x 40.0% Voids = 10,033.9 cf Stone Storage Chamber Storage + Stone Storage = 24,726.4 cf = 0.568 of Overall Storage Efficiency = 62.2% Overall System Size = 163.44'x 44.25'x 5.50' 132 Chambers 1,473.2 cy Field 929.1 cy Stone r20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 Nvrlrnr`Ann 1n nn is -I- AI07n r� on4= u..A—. An c..H....,.,. C..i. a:...... i I r n.,..,, nn Pond 1P: Underground Filtration Hydrograph Time (hours) ■ Inflow ■ Pnmary 11 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 Summary for Pond P1*: Expanded Pond Inflow Area = 10.880 ac, 65.99% Impervious, Inflow Depth = 2.81" for 10y 24hr event Inflow = 33.97 cfs @ 12.23 hrs, Volume= 2.548 of Outflow = 7.13 cfs @ 12.80 hrs, Volume= 2.491 af, Atten= 79%, Lag= 34.3 min Primary = 7.13 cfs @ 12.80 hrs, Volume= 2.491 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 940.27'@ 12.80 hrs Surf.Area= 38,145 sf Storage= 194,799 cf (61,295 cf above start) Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 236.2 min ( 1,027.3 - 791.0 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc -Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 938.00'/ 937.80' S= 0.0050'P Cc= 0.900 n=0-012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=7.09 cfs @ 12.80 hrs HW=940.27' (Free Discharge) L7=Culvert (Passes 7.09 cfs of 12.05 cfs potential flow) �2=Orifice/Grate (Weir Controls 2.99 cfs @ 1.36 fps) 3=Orifice/Grate (Orifice Controls 4.10 cfs @ 5.22 fps) 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @ 2015 HydroCAD Software Solutions LLC Page 31 Pond P1*: Expanded Pond Hydrograph Time (hours) ■ Inflow 0 Primary Ii 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" ' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Paoe 32 ' Summary for Link 19L: Total Proposed Inflow Area = 14.900 ac, 58.72% Impervious, Inflow Depth > 2.77" for 10y 24hr event , Inflow = 9.10 cfs @ 12.16 hrs, Volume= 3.440 of Primary = 9.10 cfs @ 12.16 hrs, Volume= 3.440 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 19L: Total Proposed ' Hydrograph Time (hours) ■ Inflow ' ■ Primary it 11 7 20592 HydroCAD-2017-05-03 J Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Paae 33 Summary for Link 22L: To Wetland Inflow Area = 3.070 ac, 50.49% Impervious, Inflow Depth > 3.01" for 10y 24hr event Inflow = 4.16 cfs @ 12.14 hrs, Volume= 0.770 of Primary = 4.16 cfs @ 12.14 hrs, Volume= 0.770 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 22L: To Wetland Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow D Primary 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Pape 34 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: IDI Site to Pond Runoff Area=2.240 ac 95.98% Impervious Runoff Depth=7.05" Tc=15.0 min CN=97 Runoff-- 16.13 cfs 1.316 of Subcatchment2S: WesUNorth Lot to Basin Runoff Area=1.988 ac 77.97% Impervious Runoff Depth=6.70" Tc=15.0 min CN=94 Runoff-- 14.06 cfs 1.109 of Subcatchment3S: Existing Chan Lakes Runoff Area=8.640 ac 58.22% Impervious Runoff Depth=5.42" Tc=18.0 min CN=83 Runoff=48.67 cfs 3.899 of Subcatchment4S: Proposed to South Runoff Area=0.820 ac 2.44% Impervious Runoff Depth=5.07" Tc=10.0 min CN=80 Runoff=5.65 cfs 0.347 of Subcatchment5S: Proposed to North Runoff Area=1.082 ac 0.00% Impervious Runoff Depth=5.42" Tc=10.0 min CN=83 Runoff=7.88 cfs 0.488 of Subcatchment6S: Proposed to Offsite Runoff Area=0.130 ac 0.00% Impervious Runoff Depth=5.07" Tc=10.0 min CN=80 Runoff=0.90 cfs 0.055 of Pond 1P: Underground Filtration Peak EIev=948.86' Storage=24.320 cf Inflow=14.06 cfs 1.109 of Outflow=7.33 cfs 1.034 of Pond P1': Expanded Pond Peak EIev=941.46' Storage=243.682 cf Inflow=64.41 cfs 5.216 of Outflow=18.64 cfs 5.157 of Link 19L: Total Proposed Inflow=29.90 cfs 7.081 of Primary=29.90 cfs 7.081 of Link 22L: To Wetland Inflow=10.02 cfs 1.523 of Primary=10.02 cfs 1.523 of Total Runoff Area = 14.900 ac Runoff Volume = 7.215 of Average Runoff Depth = 5.81" 41.28% Pervious = 6.150 ac 58.72% Impervious = 8.750 ac 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Paae 35 Summary for Subcatchment 1S: IDI Site to Pond Runoff = 16.13 cfs @ 12.20 hrs, Volume= 1.316 af, Depth= 7.05" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description 2.150 98 Paved parking & roofs 0.090 80 >75% Grass cover, Good, HSG D 2.240 97 Weighted Average 1 0.090 4.02% Pervious Area 2.150 95.98% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: IDI Site to Pond Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff 20592 Runoff = oCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Sambatek Printed 5/10/2017 Summary for Subcatchment 2S: West/North Lot to Basin 14.06 cfs @ 1220 hrs, Volume= 1.109 af, Depth= 6.70" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Descriotion 1.550 98 Paved parking, HSG D 0.438 80 >75% Grass cover, Good, HSG D 1.988 94 Weighted Average 0.438 22.03% Pervious Area 1.550 77.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 15.0 Direct Entry, Subcatchment 2S: West/North Lot to Basin Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 3S: Existing Chan Lakes Runoff = 48.67 cfs @ 12.24 hrs, Volume= 3.899 at, Depth= 5.42" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description * 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.110 60 Lawn / Natural ' 8.640 83 Weighted Average 3.610 41.78% Pervious Area 5.030 58.22% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, ' Subcatchment 3S: Existing Chan Lakes 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 8 Runoff 20592 Runoff = -oCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Sambatek Printed 5/10/2017 ).00-16 s/n 01876 @2015 HvdroCAD Software Solutions LLC Paae 38 Summary for Subcatchment 4S: Proposed to South Wetland 5.65 cfs @ 12.14 hrs, Volume= 0.347 af, Depth= 5.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Descriotion 0.800 80 Grass & Wetland Areas 0.020 98 0.820 80 Weighted Average 0.800 97.56% Pervious Area 0.020 2.44% Impervious Area Tc Length Slope Description 10.0 Direct Entry, Subcatchment 4S: Proposed to South Wetland Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) D Runoff ' 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 ' H droCADO 10.00-16 s/n 01876 @12115 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 5S: Proposed to North Wetland Runoff = 7.88 cfs @ 12.14 hrs, Volume= 0.488 af, Depth= 5.42" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description t 1.082 83 Brush, Poor, HSG D 1.082 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment 5S: Proposed to North Wetland Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 6S: Proposed to Offsite Runoff = 0.90 cfs @ 12.14 hrs, Volume= 0.055 af, Depth= 5.07' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.130 80 >75% Grass cover, Good, HSG D 0.130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: Proposed to Offsite Hydrograph Time (hours) Y Runoff 11 t20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 ' ydroCAD® 10.00-16 s/n 01876 @21115 HydroCAD Software Solutions LLC Page 41 Summary for Pond 1P: Underground Filtration ' [58] Hint: Peaked 3.76' above defined flood level Inflow Area = 1.988 ac, 77.97% Impervious, Inflow Depth = 6.70" for 100y 24hr event ' Inflow 14.06 cfs @ 12.20 hrs, Volume= 1.109 of Outflow 7.33 cfs @ 12.42 hrs, Volume= 1.034 af, Atten= 48%, Lag= 13.5 min Primary = 7.33 cfs @ 12.42 hrs, Volume= 1.034 of Routing by Stor-Ind method, Time Span= 0.00-48.00 his, dt= 0.05 hrs Peak Elev= 948.86'@ 12.42 hrs Surf.Area= 7,232 sf Storage= 24,320 cf Flood Elev= 945.10' Surf.Area= 7,232 sf Storage= 7,408 cf Plug -Flow detention time= 475.2 min calculated for 1.033 of (93% of inflow) Center -of -Mass det. time= 451.2 min ( 1,210.4 - 759.2 ) Volume Invert Avail.Storage Storage Description #1A 943.50' 10,034 cf 44.25'W x 163.44'L x 5.50'H Field A 39,777 cf Overall - 14,692 cf Embedded = 25,085 cf x 40.0% Voids #2A 944.25' 14,692 cf ADS_StormTech MC -3500 d +Capx 132 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.171 = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 6 Rows of 22 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 24,726 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 2 943.50' 0.600 in/hr Exfiltration over Surface area #2 Device 3 942.50' 6.0" Round Tile L= 160.0' Ke= 0.500 Inlet / Outlet Invert= 942.50'/ 941.70' S= 0.0050'/' Cc= 0.900 n=0.013, Flow Area= 0.20 sf #3 Primary 941.70' 12.0" Round Culvert L=30.0' Ke= 0.500 Inlet/ Outlet Invert= 941.70'/ 941.55' S= 0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #4 Device 3 944.90' 2.0" Vert. Orifice/Grate C= 0.600 #5 Device 3 947.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #6 Device 3 948.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) V OutFlow Max=7.18 cfs @ 12.42 hrs HW=948.85' (Free Discharge) ulvert (Passes 7.18 cfs of 9.75 cfs potential flow) =Tile (Passes 0.10 cfs of 1.08 cfs potential flow) -1=Exfiltration (Exfiltration Controls 0.10 cfs) =Orifice/Grate (Orifice Controls 0.21 cfs @ 9.46 fps) =Sharp -Crested Rectangular Weir(Weir Controls 6.68 cfs @ 3.42 fps) =Sharp -Crested Rectangular Weir(Weir Controls 0.19 cfs @ 1.01 fps) 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HvdroCAD® 10.00-16 s/n 01876 92015 HvdroCAD Software Solutions LLC Paae 42 Pond 1 P: Underground Filtration - Chamber Wizard Field A Chamber Model= ADS_StormTechMC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03114 with Cap storage) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C -C Row Spacing 22 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 161.44' Row Length +12.0" End Stone x 2 = 163.44' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Base + 45.0" Chamber Height + 12.0" Cover = 5.50' Field Height 132 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 14,692.5 cf Chamber Storage 39,777.2 cf Field - 14,692.5 cf Chambers = 25,084.8 cf Stone x 40.0% Voids = 10,033.9 cf Stone Storage Chamber Storage + Stone Storage = 24,726.4 cf = 0.568 of Overall Storage Efficiency = 62.2% Overall System Size = 163.44'x 44.25'x 5.50' 132 Chambers 1,473.2 cy Field 929.1 cy Stone [1 1 1 1 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 43 1 1 1 1 1 1 Pond 1P: Underground Filtration Hydrograph 1 1 I I I 1 I 1 1 I Time (hours) ■ Inflow Pnmary 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 Prepared by Sambatek Printed 5/10/2017 HydroCAD& 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 44 ' Summary for Pond P1*: Expanded Pond Inflow Area = 10.880 ac, 65.99% Impervious, Inflow Depth = 5.75" for 100y 24hr event ' Inflow = 64.41 cfs @ 12.22 hrs, Volume= 5.216 of Outflow = 18.64 cfs @ 12.73 hrs, Volume= 5.157 af, Atten= 71 %, Lag= 30.1 min Primary = 18.64 cfs @ 12.73 hrs, Volume= 5.157 of , Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 941.46'@ 12.73 hrs Surf.Area= 47,954 sf Storage= 243,682 cf (110,179 cf above start) Plug -Flow detention time= 443.5 min calculated for 2.092 of (40% of inflow) Center -of -Mass det. time= 156.9 min ( 929.9 - 773.0 ) Volume Invert Avail.Storage Storage Description ' ' #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) , Elevation Surf.Area Inc.Store C.Um.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 ' 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 ' 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 ' 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 , Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 ' Inlet/ Outlet Invert= 938.00'/ 937.80' S=0.0050'/' Cc= 0.900 n=0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 ' Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=18.63 cfs @ 12.73 hrs HW=941.46' (Free Discharge) , t1=Culvert (Inlet Controls 18.63 cfs @ 7.75 fps) �2=Orifice/Grate (Passes < 65.43 cfs potential flow) 3=Orifice/Grate (Passes < 5.81 cfs potential flow) ' 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 45 Pond P1#: Expanded Pond Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) FE -1 Tfi -. 10 Primary 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 46 Summary for Link 19L: Total Proposed Inflow Area = 14.900 ac, 58.72% Impervious, Inflow Depth > 5.70" for 100y 24hr event Inflow = 29.90 cfs @ 12.41 hrs, Volume= 7.081 of Primary = 29.90 cfs @ 12.41 hrs, Volume= 7.081 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 19L: Total Proposed Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow ■ Pnmary 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HvdroCAD Software Solutions LLC Pane 47 Summary for Link 22L: To Wetland Inflow Area = 3.070 ac, 50.49% Impervious, Inflow Depth > 5.95" for 100y 24hr event Inflow = 10.02 cfs @ 12.40 hrs, Volume= 1.523 of Primary = 10.02 cfs @ 12.40 hrs, Volume= 1.523 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 22L: To Wetland Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow ■ Pomary IDI Distribution Stormwater Management Plan Appendix C 100 Year 10 -Day Snowmelt HydroCAD Calculations 1 May 10, 2017 ' Page 9 1 1 2016 Existing 1 1 1 S1' EX IDI Site to Pond S3* E ting Chan Lakes S4" Z9p EX to South Wetlan Expand Pond S5* N 10L EX to North Wetland Total existing EX to Offsite Subcat Reach Aon Link EXISTING 20592 HydroCAD-2016-09-12 - 10day Snowmelt Prepared by (enter your company name here) Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.020 100 (S4*) 1.570 100 >75% Grass cover, Good, HSG D (S1*, S6*) 1.770 100 Brush, Poor, HSG D (S5*) 0.800 100 Grass & Wetland Areas (S4*) 3.100 100 Lawn / Natural (S3*) 2.110 100 Paved parking & roofs (S1*) 0.500 100 Pond (S3*) 5.030 100 Roof / Parking Lot (S3*) 14.900 100 TOTAL AREA 20592 HydroCAD-2016-09-12 - 10day Snowmelt Prepared by (enter your company name here) HydroCAD® 10.00-16 s/n 01876 © 2015 HvdroCAD Software Solutions LLC Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 3.340 HSG D S1*, S5*, S6* 11.560 Other S1*, S3*, S4* 14.900 TOTAL AREA EXISTING Printed 9/14/2016 Dom-- Q EXISTING 20592 HydroCAD-2016-09-12 - 1Oday Snowmelt Prepared by (enter your company name here) Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 4 Ground Covers (selected nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 0.020 0.020 S4' 0.000 0.000 0.000 1.570 0.000 1.570 >75% Grass cover, Good S1', S6` 0.000 0.000 0.000 1.770 0.000 1.770 Brush, Poor S5' 0.000 0.000 0.000 0.000 0.800 0.800 Grass & Wetland Areas S4' 0.000 0.000 0.000 0.000 3.100 3.100 Lawn / Natural S3' 0.000 0.000 0.000 0.000 2.110 2.110 Paved parking & roofs S1" 0.000 0.000 0.000 0.000 0.500 0.500 Pond S3' 0.000 0.000 0.000 0.000 5.030 5.030 Roof / Parking Lot S3' 0.000 0.000 0.000 3.340 11.560 14.900 TOTAL AREA 20592 HydroCAD-2016-09-12 - 10day Snowmelt Prepared by (enter your company name here) EXISTING Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 5 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 9P 938.00 937.80 40.0 0.0050 0.012 21.0 0.0 0.0 11 EXISTING 20592 HydroCAD-2016-09-12 - 10 Riley Snowmelt 10d 100yr 10 -day Snowmelt Rainfall=7.20" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 6 , ' Time span=0.00-280.00 hrs, dt=0.05 hrs, 5601 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentS1*: EX IDI Site to Pond Runoff Area=3.550 ac 100.00% Impervious Runoff Depth=7.20" Tc=15.0 min CN=100 Runoff=0.68 cfs 2.130 of ' SubcatchmentSW: Existing Chan Lakes Runoff Area=8.630 ac 100.00% Impervious Runoff Depth=7.20" Tc=18.0 min CN=100 Runoff=1.65 cfs 5.178 of ' SubcatchmentS4*: EX to South Wetland Runoff Area=0.820 ac 100.00% Impervious Runoff Depth=7.20" Tc=10.0 min CN=100 Runoff=0.16 cfs 0.492 of , SubcatchmentS5*: EX to North Wetland Runoff Area= 1.770 ac 100.00% Impervious Runoff Depth=7.20" Tc=10.0 min CN=100 Runoff=0.34 cfs 1.062 of , SubcatchmentS6*: EX to Offsite Runoff Area=0.130 ac 100.00% Impervious Runoff Depth=7.20" Tc=10.0 min CN=100 Runoff=0.02 cfs 0.078 of ' Pond 9P: Expanded Pond Peak Elev=939.36' Storage=160.749 cf Inflow=2.32 cfs 7.308 of Outflow=1.89 cfs 7.279 of Link 10L: Total existing Inflow=2.33 cfs 8.911 of ' Primary=2.33 cfs 8.911 of Total Runoff Area = 14.900 ac Runoff Volume = 8.940 of Average Runoff Depth = 7.20" ' 0.00% Pervious = 0.000 ac 100.00% Impervious = 14.900 ac 1 EXISTING 20592 HydroCAD-2016-09-12 - 10 Riley Snowmelt 10d 100yr 10 -day Snowmelt Rainfall=7.20" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 7 Runoff = Summary for Subcatchment S1*: EX IDI Site to Pond 0.68 cfs @ 121.35 hrs, Volume= 2.130 af, Depth= 7.20" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley Snowmelt_10d_100yr 10 -day Snowmelt Rainfall=7.20" Area (ac) CN Description 2.110 100 Paved parking & roofs 1.440 100 >75% Grass cover, Good, HSG D 3.550 100 Weighted Average 3.550 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment S1*: EX IDI Site to Pond Hydrograph 0 10 20 30 40 50 60 70 80 90 100110 120130 140 150 160 170180 190 200 210 220 230 240 250 260 270 280 Time (haurs) 0 Runoff EXISTING 20592 HydroCAD-2016-09-12 - 10Riley Snowmelt 10d 100yr 10 -day Snowmelt Rainfall=7.20" Prepared by {enter your company name here} Printed 9/14/2016 Summary for Subcatchment S3*: Existing Chan Lakes Runoff = 1.65 cfs @ 121.39 hrs, Volume= 5.178 af, Depth= 7.20" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley Snowmelt_10d_100yr 10 -day Snowmelt Rainfall=7.20" Area (ac) CN Descriotion 5.030 100 Roof / Parking Lot 0.500 100 Pond ' 3.100 100 Lawn / Natural 8.630 100 Weighted Average 8.630 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 18.0 Direct Entry, Subcatchment S3*: Existing Chan Lakes Hydrograph ■ RunoR Riley Snowmelt_10d_100yr 10 -day Snowmelt Rainfall=7.20" Runoff Area=8.630 ac Runoff Volume=5.178 of Runoff Depth=7.20" Tc=18.0 min CN=100 0 LL 0 10 20 30 40 50 60 70 80 90 100 110120 130 140 150 160170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) EXISTING 20592 HydroCAD-2016-09-12 - 10 Riley Snowmelt 10d 100yr 10 -day Snowmelt Rainfall=7.20" ' Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment S4*: EX to South Wetland Runoff = 0.16 cfs @ 121.30 hrs, Volume= 0.492 af, Depth= 7.20" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley Snowmelt_10d_100yr 10 -day Snowmelt Rainfall=7.20" Area (ac) CN Description 0.800 100 Grass & Wetland Areas ' 0.020 100 ' 0.820 100 Weighted Average 0.820 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment S4*: EX to South Wetland Hydrograph 0.17 0.16 o.1sa. 0.15Riley Snowmelt— 10d 014 10 -day Snowmelt Rainfall=7.20" 0.13 Runoff Area=0.820 ac 0.12 Runoff Volume=0.492 of 0.11 Runoff Depth=7.20" s 01 Tc=10.0 min 2 o.0s CN=100 s o.o8 LL 0 10 20 30 40 50 60 70 80 90 100110 120 130 140 150160 170180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ Runoff EXISTING 20592 HydroCAD-2016-09-12 - 10Riley Snowmelt IOd 100yr 10 -day Snowmelt Rainfall=7.20" Prepared by {enter your company name here} Printed 9/14/2016 Summary for Subcatchment S5*: EX to North Wetland Runoff = 0.34 cfs @ 121.30 hrs, Volume= 1.062 af, Depth= 7.20" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley Snowmelt_10d_100yr 10 -day Snowmelt Rainfall=7.20" Area (ac) CN Description * 1.770 100 Brush, Poor, HSG D 1.770 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment S5*: EX to North Wetland Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ Runoff , EXISTING 20592 HydroCAD-2016-09-12 - Wiley Snowmelt 10d 100yr 10 -day Snowmelt Rainfall=7.20" ' Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment S6*: EX to Offsite Runoff = 0.02 cfs @ 121.30 hrs, Volume= 0.078 af, Depth= 7.20" ' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley Snowmelt_10d_100yr 10 -day Snowmelt Rainfall=7.20" ' Area (ac) CN Description 0.130 100 >75% Grass cover, Good, HSG D 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Subcatchment S6*: EX to Offsite ' Hydrograph ■ RunoR ' 0.024 Riley Snowmelt _10d_100yr 0.022 10 -day Snowmelt Rainfall=7.20" ' Runoff Area=0.130 ac o.oz Runoff Volume=0.078 of 0.019 Runoff Depth=7.20" —" 0.016Tc=10.0 min ' 3 0.014 CN=100 0 LL 0.012 0.01 0,008 ' V 0 10 20 30 40 50 60 70 80 90 100 110 120 130140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) EXISTING 20592 HydroCAD-2016-09-12 - 10 Riley Snowmelt_ 10d 100yr 10 -day Snowmelt Rainfall=7.20" Prepared by (enter your company name here) Printed 9/14/2016 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 12 Summary for Pond 9P: Expanded Pond Inflow Area = 12.180 ac,100.00% Impervious, Inflow Depth = 7.20" for 10 -day Snowmelt event Inflow = 2.32 cfs @ 121.38 hrs, Volume= 7.308 of Outflow = 1.89 cfs @ 122.66 hrs, Volume= 7.279 af, Atten= 18%, Lag= 77.3 min Primary = 1.89 cfs @ 122.66 hrs, Volume= 7.279 of Routing by Stor-Ind method, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 939-36'@ 122.66 hrs Surf.Area= 36,486 sf Storage= 160,749 cf (27,245 cf above start) Plug -Flow detention time= 4,581.1 min calculated for 4.213 of (58% of inflow) Center -of -Mass det. time= 431.8 min ( 7,630.1 - 7,198.4 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 938.00'/ 937.80' S= 0.0050'P Cc= 0.900 n=0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.90 cfs @ 122.66 hrs HW=939.36' (Free Discharge) L1=Culvert (Passes 1.90 cfs of 6.13 cfs potential flow) �2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 1.90 cfs @ 2.97 fps) EXISTING 20592 HydroCAD-2016-09-12 - 10 Riley Snowmelt 10d 100yr 10 -day Snowmelt Rainfall=7.20" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD®10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 13 Pond 9P: Expanded Pond Hydrograph ■ Inflow D Primary EXISTING 20592 HydroCAD-2016-09-12 - 10Riley Snowmelt 10d 100yr 10 -day Snowmelt Rainfall=7.20" Prepared by {enter your company name here} Printed 9/14/2016 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 14 Summary for Link 10L: Total existing Inflow Area = 14.900 ac,100.00% Impervious, Inflow Depth > 7.18" for 10 -day Snowmelt event Inflow = 2.33 cfs @ 122.12 hrs, Volume= 8.911 of Primary = 2.33 cfs @ 122.12 hrs, Volume= 8.911 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Link 10L: Total existing Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■Inflow ■ Pnmary 2016 Proposed 1S O2S Aip IDI Site to Pond West/North Lot to Basin Undergrou d Filtration 3S �O O/ P1 * ' Existing Chan Lakes 5S 22L Expanded Pond Proposed to North To Wetland Wetland 4S 19L Proposed to South Total Proposed Wetland 6S Proposed to Offsite Subcat Reach Aon Llnk 20592 HydroCAD-2017-05-03 snowmelt Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.020 100 (4S) 0.658 100 >75% Grass cover, Good, HSG D (1S, 2S, 6S) 1.082 100 Brush, Poor, HSG D (5S) 0.800 100 Grass & Wetland Areas (4S) 3.110 100 Lawn/ Natural (3S) 2.150 100 Paved parking & roofs (1S) 1.550 100 Paved parking, HSG D (2S) 0.500 100 Pond (3S) 5.030 100 Roof / Parking Lot (3S) 14.900 100 TOTAL AREA 20592 HydroCAD-2017-05-03 snowmelt Prepared by Sambatek HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 3.290 HSG D 1S, 2S, 5S, 6S 11.610 Other 1 S, 3S, 4S 14.900 TOTAL AREA Printed 5/10/2017 Ii 20592 HydroCAD-2017-05-03 snowmelt ' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 4 ' Ground Covers (selected nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment ' (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 0.020 0.020 4S 0.000 0.000 0.000 0.658 0.000 0.658 >75% Grass cover, Good 1 S, 2S, ' 6S 0.000 0.000 0.000 1.082 0.000 1.082 Brush, Poor 5S 0.000 0.000 0.000 0.000 0.800 0.800 Grass & Wetland Areas 4S 0.000 0.000 0.000 0.000 3.110 3.110 Lawn / Natural 3S 0.000 0.000 0.000 1.550 0.000 1.550 Paved parking 2S 0.000 0.000 0.000 0.000 2.150 2.150 Paved parking & roofs is 0.000 0.000 0.000 0.000 0.500 0.500 Pond 3S 0.000 0.000 0.000 0.000 5.030 5.030 Roof / Parking Lot 3S 0.000 0.000 0.000 3.290 11.610 14.900 TOTAL AREA ' I ' 20592 HydroCAD-2017-05-03 snowmelt Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @12015 HydroCAD Software Solutions LLC Page 5 ' Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1 P 942.50 941.70 160.0 0.0050 0.013 6.0 0.0 0.0 2 1P 941.70 941.55 30.0 0.0050 0.013 12.0 0.0 0.0 3 P1` 938.00 937.80 40.0 0.0050 0.012 21.0 0.0 0.0 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 6 Time span=0.00-280.00 hrs, dt=0.05 hrs, 5601 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: IDI Site to Pond Runoff Area=2.240 ac 100.00% Impervious Runoff Depth=2.87" Tc=15.0 min CN=100 Runoff=6.59 cfs 0.536 of Subcatchment2S: West/North Lot to Runoff Area=1.988 ac 100.00% Impervious Runoff Depth=2.87" Tc=15.0 min CN=100 Runoff=5.85 cfs 0.475 of Subcatchment3S: Existing Chan Lakes Runoff Area=8.640 ac 100.00% Impervious Runoff Depth=2.87" Tc=18.0 min CN=100 Runoff=23.37 cfs 2.066 of Subcatchment4S: Proposed to South Runoff Area=0.820 ac 100.00% Impervious Runoff Depth=2.87" Tc=10.0 min CN=100 Runoff=2.87 cfs 0.196 of Subcatchment5S: Proposed to North Runoff Area= 1.082 ac 100.00% Impervious Runoff Depth=2.87" Tc=10.0 min CN=100 Runoff=3.79 cfs 0.259 of Subcatchment6S: Proposed to Offsite Runoff Area=0.130 ac 100.00% Impervious Runoff Depth=2.87" Tc=10.0 min CN=100 Runoff=0.45 cfs 0.031 of Pond 1P: Underground Filtration Peak EIev=946.04' Storage=12.917 cf Inflow=5.85 cfs 0.475 of Outflow=0.21 cfs 0.475 of Pond P1*: Expanded Pond Peak EIev=940.27' Storage=194.564 cf Inflow=29.87 cfs 2.602 of Outflow=6.98 cfs 2.602 of Link 19L: Total Proposed Inflow=9.71 cfs 3.564 of Primary=9.71 cfs 3.564 of Link 22L: To Wetland Inflow=3.89 cfs 0.734 of Primary=3.89 cfs 0.734 of Total Runoff Area = 14.900 ac Runoff Volume = 3.564 of Average Runoff Depth = 2.87" 0.00% Pervious = 0.000 ac 100.00% Impervious = 14.900 ac ' 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 7 ' Summary for Subcatchment 1S: IDI Site to Pond ' Runoff = 6.59 cfs @ 12.20 hrs, Volume= 0.536 af, Depth= 2.87' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87' Area (ac) CN Descriotion 2.150 100 Paved parking & roofs ' 0.090 100 >75% Grass cover, Good, HSG D 2.240 100 Weighted Average 2.240 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: IDI Site to Pond Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110120 130 140 150 160170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD& 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: West/North Lot to Basin Runoff = 5.85 cfs @ 12.20 hrs, Volume= 0.475 at, Depth= 2.87' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Area (ac) CN Descriotion 1.550 100 Paved parking, HSG D 0.438 100 >75% Grass cover, Good, HSG D 1.988 100 Weighted Average 1.988 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 15.0 Direct Entry, Subcatchment 2S: West/North Lot to Basin Hydrograph Time (hours) ■ Runoff 1 1 ' 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 t HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Paae 9 Summary for Subcatchment 3S: Existing Chan Lakes ' Runoff = 23.37 cfs @ 12.23 hrs, Volume= 2.066 af, Depth= 2.87' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs tRiley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Area (ac) CN Description ' 5.030 100 Roof / Parking Lot 0.500 100 Pond 3.110 100 Lawn / Natural 8.640 100 Weighted Average 8.640 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 18.0 Direct Entry, ' Subcatchment 3S: Existing Chan Lakes Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ® Runoff 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 Q2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 4S: Proposed to South Wetland Runoff = 2.87 cfs @ 12.13 hrs, Volume= 0.196 af, Depth= 2.87' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.800 100 Grass & Wetland Areas ` 0.020 100 0.820 100 Weighted Average 0.820 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: Proposed to South Wetland Hydrograph Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Runoff Area=0.820 ac Runoff Volume=0.196 of Runoff Depth=2.87' Tc=10.0 min CN=100 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 2G0210 220 230 240 250 260 270 280 Time (hours) ■ Runoff ' ' 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 ' HydroCAD0 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 5S: Proposed to North Wetland ' Runoff = 3.79 cfs @ 12.13 hrs, Volume= 0.259 af, Depth= 2.87' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs ' Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Area (ac) CN Description 1.082 100 Brush, Poor, HSG D 1.082 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, ' Subcatchment 5S: Proposed to North Wetland Hydrograph ■ Runoff Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87" Runoff Area=1.082 ac Runoff Volume=0.259 of Runoff Depth=2.87' Tc=10.0 min CN=100 S, U O 0 0 10 20 30 40 50 60 70 80 90 100 110120 130 140 150 160170 180 190 200 210 220 230 240 250 260 270 280 ' Time (hours) 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @ 2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 6S: Proposed to Offsite Runoff = 0.45 cfs @ 12.13 hrs, Volume= 0.031 af, Depth= 2.87' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 2y 24hr Rainfall=2.87' Area (ac) CN Description ` 0.130 100 >75% Grass cover, Good, HSG D 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: Proposed to Offsite Hydrograph 0 10 20 30 40 50 60 70 80 90 100110 120130 140 150160 170180 190 200 210 220 230 240 250 260 270 280 Time (hour:) ■ Runoff ' 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1P: Underground Filtration [58] Hint: Peaked 0.94' above defined flood level Inflow Area = 1.988 ac,100.00% Impervious, Inflow Depth = 2.87" for 2y 24hr event Inflow = 5.85 cfs @ 12.20 hrs, Volume= 0.475 of Outflow = 0.21 cfs @ 15.08 hrs, Volume= 0.475 af, Atten= 96%, Lag= 173.2 min Primary = 0.21 cfs @ 15.08 hrs, Volume= 0.475 of Routing by Stor-Ind method, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Peak Elev= 946.04'@ 15.08 hrs Surf.Area= 7,232 sf Storage= 12,917 cf Flood Elev= 945.10' Surf.Area= 7,232 sf Storage= 7,408 cf Plug -Flow detention time= 696.7 min calculated for 0.475 of (100% of inflow) Center -of -Mass det. time= 696.9 min ( 1,430.8 - 734.0 ) Volume Invert Avail.Storage Storage Description #1A 943.50' 10,034 cf 44.25'W x 163.441 x 5.50'H Field A 39,777 cf Overall - 14,692 cf Embedded = 25,085 cf x 40.0% Voids #2A 944.25' 14,692 cf ADS_StonnTech MC -3500 d +Capx 132 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.171 = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 6 Rows of 22 Chambers _ Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 24,726 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 2 943.50' 0.600 in/hr Exfiltration over Surface area #2 Device 3 942.50' 6.0" Round Tile L= 160.0' Ke= 0.500 Inlet/ Outlet Invert= 942.50' / 941.70' S=0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #3 Primary 941.70' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/ Outlet Invert= 941.70'/ 941.55' S=0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #4 Device 3 944.90' 2.0" Vert. Orifice/Grate C= 0.600 #5 Device 3 947.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #6 Device 3 948.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) OutFlow Max=0.21 cfs @ 15.08 hrs HW=946.04' (Free Discharge) Ivert (Passes 0.21 cfs of 7.41 cfs potential flow) Tile (Passes 0.10 cfs of 0.82 cfs potential flow) -1=Exfiltration (Exfiltration Controls 0.10 cfs) Drifice/Grate (Orifice Controls 0.11 cfs @ 4.96 fps) Sharp -Crested Rectangular Weir( Controls 0.00 cfs) Sharp -Crested Rectangular Weir( Controls 0.00 cfs) 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 14 Pond 1 P: Underground Filtration - Chamber Wizard Field A Chamber Model= ADS_StormTechMC-3500 d +Cap (ADS StormTech@MC-3500 d rev 03114 with Cap storage) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.171 = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C -C Row Spacing 22 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 161.44' Row Length +12.0" End Stone x 2 = 163.44' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Base + 45.0" Chamber Height + 12.0" Cover = 5.50' Field Height 132 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 14,692.5 cf Chamber Storage 39,777.2 cf Field - 14,692.5 cf Chambers = 25,084.8 cf Stone x 40.0% Voids = 10,033.9 cf Stone Storage Chamber Storage + Stone Storage = 24,726.4 cf = 0.568 of Overall Storage Efficiency = 62.2% Overall System Size = 163.44'x 44.25'x 5.50' 132 Chambers 1,473.2 cy Field 929.1 cy Stone 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 15 Pond 1P: Underground Filtration Hydrograph Inflow Area=1.988 ac Peak Elev=946.04' 5 Storage=12,917 cf 4 1 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ InFlow 0 Primary 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 16 Summary for Pond P1*: Expanded Pond Inflow Area = 10.880 ac, 100.00% Impervious, Inflow Depth = 2.87" for 2y 24hr event Inflow = 29.87 cfs @ 12.22 hrs, Volume= 2.602 of Outflow = 6.98 cfs @ 12.70 hrs, Volume= 2.602 af, Atten= 77%, Lag= 28.9 min Primary = 6.98 cfs @ 12.70 hrs, Volume= 2.602 of Routing by Stor-Ind method, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 940.27'@ 12.70 hrs Surf.Area= 38,128 sf Storage= 194,564 cf (61,060 cf above start) Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= 340.3 min ( 1,076.4 - 736.2 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum -Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 938.00'/937.80' S= 0.0050'/' Cc= 0.900 n=0-012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 MPrimary OutFlow Max=6.91 cfs @ 12.70 hrs HW=940.27' (Free Discharge) L1=Culvert (Passes 6.91 cfs of 12.04 cfs potential flow) �2=Orifice/Grate (Weir Controls 2.83 cfs @ 1.34 fps) 3=Orifice/Grate (Orifice Controls 4.09 cfs @ 5.20 fps) 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 17 Pond P1": Expanded Pond Hydrograph Time (hours) ■Inflow ■ Primary 11 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87" , Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 18 , Summary for Link 19L: Total Proposed Inflow Area = 14.900 ac,100.00% Impervious, Inflow Depth = 2.87' for 2y 24hr event , Inflow = 9.71 cfs @ 12.14 hrs, Volume= 3.564 of Primary = 9.71 cfs @ 12.14 hrs, Volume= 3.564 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs 1 Link 19L: Total Proposed ' Hydrograph Time (hours) ■ In , ■ Primama ry 20592 HydroCAD-2017-05-03 snRiley-Purgatory-Bluff Creek Watershed 2y 24hr Rainfall=2.87' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 19 Summary for Link 22L: To Wetland Inflow Area = 3.070 ac,100.00% Impervious, Inflow Depth = 2.87' for 2y 24hr event Inflow = 3.89 cfs @ 12.13 hrs, Volume= 0.734 of Primary = 3.89 cfs @ 12.13 hrs, Volume= 0.734 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Link 22L: To Wetland Hydrograph 4 3 a 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ Inflow 0 Primary 20592 HydroCAD-2017-05-03 sRiley-Purgatory-Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Pape 20 Time span=0.00-280.00 hrs, dt=0.05 hrs, 5601 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: IDI Site to Pond Runoff Area=2.240 ac 100.00% Impervious Runoff Depth=4.27" Tc=15.0 min CN=100 Runoff=10.04 cfs 0.797 of Subcatchment2S: West/North Lot to Runoff Area= 1.988 ac 100.00% Impervious Runoff Depth=4.27" Tc=15.0 min CN=100 Runoff=8.91 cfs 0.707 of Subcatchment3S: Existing Chan Lakes Runoff Area=8.640 ac 100.00% Impervious Runoff Depth=4.27" Tc=18.0 min CN=100 Runoff=35.64 cfs 3.074 of Subcatchment4S: Proposed to South Runoff Area=0.820 ac 100.00% Impervious Runoff Depth=4.27" Tc=10.0 min CN=100 Runoff=4.37 cfs 0.292 of Subcatchment5S: Proposed to North Runoff Area= 1.082 ac 100.00% Impervious Runoff Depth=4.27" Tc=10.0 min CN=100 Runoff=5.76 cfs 0.385 of Subcatchment6S: Proposed to Offsite Runoff Area=0.130 ac 100.00% Impervious Runoff Depth=4.27" Tc=10.0 min CN=100 Runoff=0.69 cfs 0.046 of Pond 1P: Underground Filtration Peak Elev=947.85' Storage=21.387 cf Inflow=8.91 cfs 0.707 of Outflow=0.49 cfs 0.707 of Pond P1*: Expanded Pond Peak Elev=940.80' Storage=215.249 cf Inflow=45.54 cfs 3.871 of Outflow= 15.23 cfs 3.871 of Link 19L: Total Proposed Inflow=18.92 cfs 5.302 of Primary=18.92 cfs 5.302 of Link 22L: To Wetland Inflow=5.93 cfs 1.092 of Primary=5.93 cfs 1.092 of Total Runoff Area = 14.900 ac Runoff Volume = 5.302 of Average Runoff Depth = 4.27" 0.00% Pervious = 0.000 ac 100.00% Impervious = 14.900 ac 20592 HydroCAD-2017-05-03 s Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 1S: IDI Site to Pond ' Runoff = 10.04 cfs @ 12.20 hrs, Volume= 0.797 af, Depth= 4.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Area (ac) CN Description 2.150 100 Paved parking & roofs 0.090 100 >75% Grass cover. Good. HSG D 2.240 100 Weighted Average 2.240 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: IDI Site to Pond Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 sRiley-Purgatory-Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 2S: West/North Lot to Basin Runoff = 8.91 cfs @ 12.20 hrs, Volume= 0.707 af, Depth= 4.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Area (ac) CN Descriotion * 1.550 100 Paved parking, HSG D 0.438 100 >75% Grass cover, Good, HSG D 1.988 100 Weighted Average 1.988 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 2S: West/North Lot to Basin Hydrograph Time (hours) ■ Runoff , ' 20592 HydroCAD-2017-05-03 sRiley-Purgatory-Bluff Creek Watershed toy 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 ' HydroCADO 10.00-16 s/n 01876 @121115 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 3S: Existing Chan Lakes Runoff = 35.64 cfs @ 12.23 hrs, Volume= 3.074 af, Depth= 4.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs ' Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Area (ac) CN Description 5.030 100 Roof / Parking Lot 0.500 100 Pond ` 3.110 100 Lawn / Natural ' 8.640 100 Weighted Average 8.640 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 18.0 Direct Entry, Subcatchment 3S: Existing Chan Lakes Hydrograph Time (hours) ■ RunoR 20592 HydroCAD-2017-05-03 s Riley -Purgatory -Bluff Creek Watershed IOy 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 4S: Proposed to South Wetland Runoff = 4.37 cfs @ 12.13 hrs, Volume= 0.292 af, Depth= 4.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Area (ac) CN Description 0.800 100 Grass & Wetland Areas 0.020 100 0.820 100 Weighted Average 0.820 100.00% Impervious Area Tc Length Slope Velocity Capacity Description /mint /fPPtl /ft/ftl Ift/curl /rfcl 10.0 Direct Entry, Subcatchment 4S: Proposed to South Wetland Hydrograph Time (hours) ■ Runaff 1 ' 20592 HydroCAD-2017-05-03 sRiley-Purgatory-Bluff Creek Watershed 10y 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 ' HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 5S: Proposed to North Wetland ' Runoff = 5.76 cfs @ 12.13 hrs, Volume= 0.385 af, Depth= 4.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Area (ac) CN Description 1.082 100 Brush, Poor, HSG D 1.082 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, w `u 3 LL Subcatchment 5S: Proposed to North Wetland Hydrograph Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 sRiley-Purgatory-Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/1012017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 6S: Proposed to Offsite Runoff = 0.69 cfs @ 12.13 hrs, Volume= 0.046 af, Depth= 4.27' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.130 100 >75% Grass cover, Good, HSG D 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment 6S: Proposed to Offsite Hydrograph 0 10 20 30 40 50 60 70 80 90 100110 120130 140 150160 170180 190 200 210 220 230 240 250 260 270 280 Time (hours) O Runoff ' 20592 HydroCAD-2017-05-03 s Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 ' HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 27 Summary for Pond 1P: Underground Filtration ' [581 Hint: Peaked 2.75' above defined flood level Inflow Area = 1.988 ac,100.00% Impervious, Inflow Depth = 4.27" for 10y 24hr event Inflow 8.91 cfs @ 12.20 hrs, Volume= 0.707 of Outflow 0.49 cfs @ 13.72 hrs, Volume= 0.707 af, Atten= 95%, Lag= 91.3 min Primary = 0.49 cfs @ 13.72 hrs, Volume= 0.707 of Routing by Stor-Ind method, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Peak Elev= 947.85'@ 13.72 hrs Surf.Area= 7,232 sf Storage= 21,387 cf Flood Elev= 945.10' Surf.Area= 7,232 sf Storage= 7,408 cf Plug -Flow detention time= 873.6 min calculated for 0.707 of (100% of inflow) Center -of -Mass det. time= 873.8 min ( 1,607.8 - 734.0 ) Volume Invert Avail.Storage Storage Description #1A 943.50' 10,034 cf 44.25'W x 163.44'L x 5.50'H Field A 39,777 cf Overall - 14,692 cf Embedded = 25,085 cf x 40.0% Voids #2A 944.25' 14,692 cf ADS StormTech MC -3500 d +Capx 132 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.171 = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 6 Rows of 22 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 24,726 cf Total Available Storage Storage Group A created with Chamber Wizard _Device Routing Invert Outlet Devices #1 Device 2 943.50' 0.600 in/hr Exfiltration over Surface area #2 Device 3 942.50' 6.0" Round Tile L= 160.0' Ke= 0.500 Inlet/ Outlet Invert= 942.50'/ 941.70' S=0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #3 Primary 941.70' 12.0" Round Culvert L= 30.0' Ke= 0.500 Inlet/ Outlet Invert= 941.70'/ 941.55' S= 0.0050'P Cc= 0.900 ' n= 0.013, Flow Area= 0.79 sf #4 Device 3 944.90' 2.0" Vert. Orifice/Grate C= 0.600 #5 Device 3 947.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) ' #6 Device 3 948.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.49 cfs @ 13.72 hrs HW=947.85' (Free Discharge) L =Culvert (Passes 0.49 cfs of 8.99 cfs potential flow) 2=Tile (Passes 0.10 cfs of 1.00 cfs potential flow) L1=Exfiltration (Exfiltration Controls 0.10 cfs) =Orifice/Grate (Orifice Controls 0.18 cfs @ 8.15 fps) ' =Sharp -Crested Rectangular Weir(Weir Controls 0.21 cfs @ 1.04 fps) =Sharp -Crested Rectangular Weir( Controls 0.00 cfs) 20592 HydroCAD-2017-05-03 s Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 28 Pond 1 P: Underground Filtration - Chamber Wizard Field A Chamber Model= ADS_StormTechMC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03/14 with Cap storage) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C -C Row Spacing 22 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 161.44' Row Length +12.0" End Stone x 2 = 163.44' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Base + 45.0" Chamber Height + 12.0" Cover = 5.50' Field Height 132 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 14,692.5 cf Chamber Storage 39,777.2 cf Field - 14,692.5 cf Chambers = 25,084.8 cf Stone x 40.0% Voids = 10,033.9 cf Stone Storage Chamber Storage + Stone Storage = 24,726.4 cf = 0.568 of Overall Storage Efficiency = 62.2% Overall System Size = 163-44'x 44.25'x 5.50' 132 Chambers 1,473.2 cy Field 929.1 cy Stone 20592 HydroCAD-2017-05-03 sRiley-Purgatory-Bluff Creek Watershed 10y 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 29 Pond 1P: Underground Filtration Hydrograph Time (hours) ■ Inflow ■ Pnmary 20592 HydroCAD-2017-05-03 s Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 30 Summary for Pond P1*: Expanded Pond Inflow Area = 10.880 ac,100.00% Impervious, Inflow Depth = 4.27" for 10y 24hr event Inflow = 45.54 cfs @ 12.22 hrs, Volume= 3.871 of Outflow = 15.23 cfs @ 12.60 hrs, Volume= 3.871 at, Atten= 67%, Lag= 22.4 min Primary = 15.23 cfs @ 12.60 hrs, Volume= 3.871 of Routing by Stor-Ind method, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 940.80'@ 12.60 hrs Surf.Area= 39,596 sf Storage= 215,249 cf (81,745 cf above start) Plug -Flow detention time= 1,139.8 min calculated for 0.806 of (21% of inflow) Center -of -Mass det. time= 255.4 min ( 991.6 - 736.2 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 938.00'/937.80' S= 0.0050 T Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=15.23 cfs @ 12.60 hrs HW=940.80' (Free Discharge) L1=Culvert (Barrel Controls 15.23 cfs @ 6.33 fps) �2=Orifice/Grate (Passes < 24.07 cfs potential flow) 3=Orifice/Grate (Passes < 4.93 cfs potential flow) 20592 HydroCAD-2017-05-03 sRiley-Purgatory-Bluff Creek Watershed 10y 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 31 Pond P1*: Expanded Pond Hydrograph Time (hours) ■ Inflow Primary 20592 HydroCAD-2017-05-03 s Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27" Prepared by Sambatek Printed 5/10/2017 HvdroCAD® 10.00-16 s/n 01876 © 2015 HvdroCAD Software Solutions LLC Paae 32 Summary for Link 19L: Total Proposed Inflow Area = 14.900 ac,100.00% Impervious, Inflow Depth = 4.27' for 10y 24hr event Inflow = 18.92 cfs @ 12.32 hrs, Volume= 5.302 of Primary = 18.92 cfs @ 12.32 hrs, Volume= 5.302 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Link 19L: Total Proposed Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ Inflow ■ Pnmary 20592 HydroCAD-2017-05-03 s Riley -Purgatory -Bluff Creek Watershed 10y 24hr Rainfall=4.27' Prepared by Sambatek Printed 5/10/2017 iHydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 33 Summary for Link 22L: To Wetland 1 Inflow Area = 3.070 ac,100.00% Impervious, Inflow Depth = 4.27' for 10y 24hr event Inflow 5.93 cfs @ 12.14 hrs, Volume= 1.092 of Primary = 5.93 cfs @ 12.14 hrs, Volume= 1.092 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs i Link 22L: To Wetland Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ InFlaw ■ Primary 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 34 Time span=0.00-280.00 hrs, dt=0.05 hrs, 5601 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: IDI Site to Pond Runoff Area=2.240 ac 100.00% Impervious Runoff Depth=7.41" Tc=15.0 min CN=100 Runoff=16.25 cfs 1.383 of Subcatchment2S: West/North Lot to Runoff Area= 1.988 ac 100.00% Impervious Runoff Depth=7.41" Tc=15.0 min CN=100 Runoff=14.42 cfs 1.228 of Subcatchment3S: Existing Chan Lakes Runoff Area=8.640 ac 100.00% Impervious Runoff Depth=7.41" Tc=18.0 min CN=100 Runoff=57.79 cfs 5.335 of Subcatchment4S: Proposed to South Runoff Area=0.820 ac 100.00% Impervious Runoff Depth=7.41" Tc=10.0 min CN=100 Runoff=7.04 cfs 0.506 of Subcatchment5S: Proposed to North Runoff Area= 1.082 ac 100.00% Impervious Runoff Depth=7.41" Tc=10.0 min CN=100 Runoff=9.29 cfs 0.668 of Subcatchment6S: Proposed to Offsite Runoff Area=0.130 ac 100.00% Impervious Runoff Depth=7.41" Tc=10.0 min CN=100 Runoff=1.12 cfs 0.080 of Pond 1P: Underground Filtration Peak EIev=950.27' Storage=24.726 cf Inflow=14.42 cfs 1.228 of Outflow=10.74 cfs 1.228 of Pond P1*: Expanded Pond Peak EIev=943.72' Storage=271.756 cf Inflow=73.82 cfs 6.718 of Outflow=25.50 cfs 6.718 of Link 19L: Total Proposed Inflow=37.30 cfs 9.201 of Primary=37.30 cfs 9.201 of Link 22L: To Wetland Inflow=14.60 cfs 1.896 of Primary=14.60 cfs 1.896 of Total Runoff Area= 14.900 ac Runoff Volume =9.201 of Average Runoff Depth= 7.41" 0.00% Pervious = 0.000 ac 100.00% Impervious = 14.900 ac , 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 1S: IDI Site to Pond IRunoff = 16.25 cfs @ 12.20 hrs, Volume= 1.383 af, Depth= 7.41" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Descriotion 2.150 100 Paved parking & roofs 0.090 100 >75% Grass cover, Good, HSG D 2.240 100 Weighted Average 2.240 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 1S: IDI Site to Pond Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ RunoH 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 2S: West/North Lot to Basin Runoff = 14.42 cfs @ 12.20 hrs, Volume= 1.228 af, Depth= 7.41" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description 1.550 100 Paved parking, HSG D 0.438 100 >75% Grass cover, Good, HSG D 1.988 100 Weighted Average 1.988 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 15.0 Direct Entry, Subcatchment 2S: West/North Lot to Basin Hydrograph Time (hours) ■ Runoff , 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 3S: Existing Chan Lakes Runoff = 57.79 cfs @ 12.23 hrs, Volume= 5.335 af, Depth= 7.41" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description ' 5.030 100 Roof / Parking Lot 0.500 100 Pond 3.110 100 Lawn / Natural 8.640 100 Weighted Average 8.640 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, Subcatchment 3S: Existing Chan Lakes Hydrograph 61 5! 51 4' 41 9 1 sr. s as Riley -Purgatory -Bluff Creek Watershed 100y 24hr i Rainfall=7.41' Runoff Area=8.649 ac 1 Runoff Volume=5.335 of Runoff Depth=7.41" Tc=18.0 min I CN=100 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 4S: Proposed to South Wetland Runoff = 7.04 cfs @ 12.13 hrs, Volume= 0.506 af, Depth= 7.41" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.800 100 Grass & Wetland Areas 0.020 100 0.820 100 Weighted Average 0.820 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: Proposed to South Wetland Hydrograph Time (hours) ■ Runaff I ' 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCADO 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 5S: Proposed to North Wetland Runoff = 9.29 cfs @ 12.13 hrs, Volume= 0.668 af, Depth= 7.41" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs ' Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description 1.082 100 Brush, Poor, HSG D 1.082 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, ' Subcatchment 5S: Proposed to North Wetland Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) ■ Runoff 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 6S: Proposed to Offsite Runoff = 1.12 cfs @ 12.13 hrs, Volume= 0.080 af, Depth= 7.41" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.130 100 >75% Grass cover, Good, HSG D 0.130 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Subcatchment 6S: Proposed to Offsite Hydrograph Time (houm) ■ RunoH ' 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HVdroCADO 10.00-16 s/n 01876 92015 HydroCAD Software Solutions LLC Page 41 Summary for Pond 1P: Underground Filtration [93] Warning: Storage range exceeded by 1.27' [58] Hint: Peaked 5.17' above defined flood level ' Inflow Area = 1.988 ac,100.00% Impervious, Inflow Depth = 7.41" for 100y 24hr event Inflow 14.42 cfs @ 12.20 hrs, Volume= 1.228 of Outflow = 10.74 cfs @ 12.35 hrs, Volume= 1.228 af, Atten= 25%, Lag= 9.1 min Primary = 10.74 cfs @ 12.35 hrs, Volume= 1.228 of Routing by Stor-Ind method, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Peak Elev= 950.27'@ 12.35 hrs Surf.Area= 7,232 sf Storage= 24,726 cf Flood Elev= 945.10' Surf.Area= 7,232 sf Storage= 7,408 cf Plug -Flow detention time= 535.0 min calculated for 1.227 of (100% of inflow) Center -of -Mass det. time= 535.2 min ( 1,269.2 - 734.0 ) Volume Invert Avail.Storage Storage Description #1A 943.50' 10,034 cf 44.25'W x 163.44'L x 5.50'H Field A 39,777 cf Overall - 14,692 cf Embedded = 25,085 cf x 40.0% Voids #2A 944.25' 14,692 cf ADS_StormTech MC -3500 d +Capx 132 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.171 = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 6 Rows of 22 Chambers Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 24,726 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 2 943.50' 0.600 in/hr Exfiltration over Surface area #2 Device 3 942.50' 6.0" Round Tile L= 160.0' Ke= 0.500 Inlet/ Outlet Invert= 942.50'/ 941.70' S=0.0050'/' Cc= 0.900 n=0.013, Flow Area= 0.20 sf #3 Primary 941.70' 12.0" Round Culvert L=30.0' Ke= 0.500 ' Inlet/ Outlet Invert= 941.70'/ 941.55' S=0.0050'/' Cc= 0.900 n=0.013, Flow Area= 0.79 sf #4 Device 3 944.90' 2.0" Vert. Orifice/Grate C= 0.600 #5 Device 3 947.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #6 Device 3 948.75' 2.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=10.70 cfs @ 12.35 hrs HW=950.21' (Free Discharge) t =Culvert (Inlet Controls 10.70 cfs @ 13.63 fps) 2=Tile (Passes < 1.19 cfs potential flow) L1=Exfiltration (Passes < 0.10 cfs potential flow) =Orifice/Grate (Passes < 0.24 cfs potential flow) =Sharp -Crested Rectangular Weir(Passes < 19.04 cfs potential flow) =Sharp -Crested Rectangular Weir(Passes < 9.87 cfs potential flow) 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41" Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 42 Pond 1 P: Underground Filtration - Chamber Wizard Field A Chamber Model= ADS_StormTechMC-3500 d +Cap (ADS StormTech@MC-3500 d rev 03/14 with Cap storage) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.171 = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.501 with 0.33' Overlap Cap Storage= +14.9 cf x 2 x 6 rows = 178.8 cf 77.0" Wide + 9.0" Spacing = 86.0" C -C Row Spacing 22 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 161.44' Row Length +12.0" End Stone x 2 = 163.44' Base Length 6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width 9.0" Base + 45.0" Chamber Height + 12.0" Cover = 5.50' Field Height 132 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 14,692.5 cf Chamber Storage 39,777.2 cf Field - 14,692.5 cf Chambers = 25,084.8 cf Stone x 40.0% Voids = 10,033.9 cf Stone Storage Chamber Storage + Stone Storage = 24,726.4 cf = 0.568 of Overall Storage Efficiency = 62.2% Overall System Size = 163.44'x 44.25'x 5.50' 132 Chambers 1,473.2 cy Field 929.1 cy Stone 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 43 Pond 1P: Underground Filtration Hydrograph Tll (houm) ■ Inflow ■ Pnmary 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 44 Summary for Pond P1*: Expanded Pond [93] Warning: Storage range exceeded by 1.72' Inflow Area = 10.880 ac,100.00% Impervious, Inflow Depth = 7.41" for 100y 24hr event Inflow = 73.82 cfs @ 12.22 hrs, Volume= 6.718 of Outflow = 25.50 cfs @ 12.65 hrs, Volume= 6.718 at, Atten= 65%, Lag= 25.8 min Primary = 25.50 cfs @ 12.65 hrs, Volume= 6.718 of Routing by Stor-Ind method, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 943.72'@ 12.65 hrs Surf.Area= 56,946 sf Storage= 271,756 cf (138,252 cf above start) Plug -Flow detention time= 423.6 min calculated for 3.653 of (54% of inflow) Center -of -Mass det. time= 190.4 min ( 926.6 - 736.2 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" Round Culvert L= 40.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 938.00'/ 937.80' S=0.0050'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=25.35 cfs @ 12.65 hrs HW=943.66' (Free Discharge) t1=Culvert (Inlet Controls 25.35 cfs @ 10.54 fps) 2=Orifice/Grate (Passes < 114.24 cfs potential flow) L 3=Orifice/Grate (Passes < 8.08 cfs potential flow) 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 45 Pond P1': Expanded Pond Hydrograph Time (hours) ■ Inflow R Pnmary I 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD® 10.00-16 s/n 01876 © 2015 HydroCAD Software Solutions LLC Page 46 Summary for Link 19L: Total Proposed Inflow Area = 14.900 ac,100.00% Impervious, Inflow Depth = 7.41" for 100y 24hr event ' Inflow = 37.30 cfs @ 12.34 hrs, Volume= 9.201 of Primary = 37.30 cfs @ 12.34 hrs, Volume= 9.201 af, Atten= 0%, Lag= 0.0 min _ Primary outflow = Inflow, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Link 19L: Total Proposed Hydrograph 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time (hours) FO -1 --fi -W ' IN Primary I I I I 20592 HydroCAD-2017-05-03 Riley -Purgatory -Bluff Creek Watershed 100y 24hr Rainfall=7.41 " Prepared by Sambatek Printed 5/10/2017 HydroCAD@ 10.00-16 s/n 01876 @2015 HydroCAD Software Solutions LLC Page 47 Summary for Link 22L: To Wetland Inflow Area = 3.070 ac,100.00% Impervious, Inflow Depth = 7.41" for 100y 24hr event Inflow = 14.60 cfs @ 12.34 hrs, Volume= 1.896 of Primary = 14.60 cfs @ 12.34 hrs, Volume= 1.896 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-280.00 hrs, dt= 0.05 hrs Link 22L: To Wetland Hydrograph 0 10 20 30 40 50 60 70 80 90 100110 120130 140150 160 170 180 190 200 210 220 230 240 250 260 270 280 Time 1hours) ■ Inflow ■ Primary IDI Distribution Stormwater Management Plan Appendix D MIDS Results May 10, 2017 Page 10 ' M. ©) M Jb!± §§ _|! §�\Rai _ }all #/- A! ` } \ |� M. §�\Rai _ }all ` } \ |� » ! �� \ I■If� ImIII■l Imillmiliml { YYYYELi a'flY��IY ".�II■ul■II'■ �I■u'.ul■II'■ ism■u■ 77 q`f { § 3 CD ( k ( � }\~ | � � ! . � � \ ( � � § � � ! 1 � � ! ! . � } � ! . � ! 77 q`f { § 3 CD ( k ( 3 P S�� � 3€p3 ' t it � � � �S gg5 3 �,.}.SF s �S3[ '__ �¢� �'4 �3; i �}3° �i i S i J ' 5 P 3 ' i {F $�a ��; Y �_ 9 �. 3 �� a � 'i:@H_saa _ 's X93 -a3� _ i 3 �l'3'_.'£"] ='�Fv_- io —8. _ —f c l j 55 3 �I� ' �. i ;e :F sa si Illi IDI Distribution Stormwater Management Plan Appendix E 2008 Permitting Documentation May 10, 2017 Page 11 Engineering Planning Surveying I'FRAb Associates, Inc. June 23, 2008 Joe Shamla, P. E. City of Chanhassen 7700 Market Blvd Chanhassen, MN 55317 RE: IDI iStockdale pond calculations Revised 6-23-08 Dear Joe, The following is a summary of the calculations used to size the expansion of the existing Chanhassen Lakes stormwater pond onto the proposed IDI site. Chanhassen Lakes Business Park Pond Expansion The existing stormwater pond serving Lots 1, 2 & 3 of Block 1 in Chanhassen Lakes Business Park 7'" Addition will be expanded to west in order to accommodate the additional runoff from the proposed IDI and future Stockdale projects. The existing pond has a NWL of 938.6, and a bottom elevation of approximately 933.0, and the expansion will continue use of these elevations. The pond expansion involves moving the NWL of the pond west to the edge of the truck loading area, and then sloping down at a 3:1 slope, including a 10:1 safety bench, to match the pond bottom elevation at 933.0. The expansion volume was calculated as the difference between the existing pond contours, which were interpolated based on a combination of the Chanhassen Lakes Business Park 7'" Addition original design plans dated 6-29-1999 & the stormwater management plan dated 6-1-1999, and the proposed contours. A table of the pond areas at each elevation is as follows: Pond Area from proposed Total Contour I expanion Area Elevation i M area (sf) j (sf) 933 1 9600 5547 1 15147 934 12100 5819 17919 935 14400 6095 20495 936 16900 6375 23275 937 19600 6660 26260 938 27000 7244 34244 939 28000 7981 35981 940 29200 8189 37389 941 31800 8346 40146 942 48800 8146 56946 14800 28th Avenue North. Suite 140 • Plymouth. Minnesota • 55447 phone 7631476-6010 • fax 763/476-8532 • evehsite mtraxom Using these areas, the proposed dead pool of the new expanded pond comes out to 133,504 cf, an expansion of 35,407 cf from the existing condition (98,097 cf). The proposed runoff from the IDI & Stockdale sites during the 2.5 rainfall event (NURP design storm) is 31,670 cf, which is less than the amount of the proposed pond expansion. The proposed dead pool design includes extra storage volume to ensure the pond continues to operate as intended even after sediment accumulates. Runoff Rate Control Runoff rate control for the existing Chanhassen Lakes Business Park pond tributary area, the IDI site & the future Stockdale site were modeled as a whole using the SCS TR -20 runoff method for the 24-hour 2, 10 & 100 -year design storms. Details on the existing pond, outlet structure & tributary area were pulled from the original design data contained in the 6-1-1999 stormwater management plan; the existing tributary area is modeled as X2/S3, and contains 5.03 ac of impervious (CN 98), 3.10 ac of Lawn/Neutral (CN 60), and 0.5 acres of Pond (CN 80). The pond was modeled as described above in the IDI Pond Expansion section. Due to concerns of overtopping the existing berm between the pond and the wetland during a 100 -year storm, the existing outlet pipe will be upsized. A summary of the runoff rates is as follows; please refer to the HydroCAD report for further detail. Conclusion The proposed stormwater management improvements on the IDI site & future Stockdale site will meet water quality requirements by providing sufficient dead pool volume in the expanded pond to meet NURP design standards, and will meet water quantity requirement by providing sufficient live storage volume to retain & release runoff at a rate less than existing conditions. If you have any questions or comments regarding the proposed improvement, please contact me directly at 763-746-1608 or iiones(rDmfra.com. Sincerely, McCOMBS FRANK ROOS ASSOCIATES Jared Jones, E.I.T. David Roedel, P.E. Maximum Rate of Runoff cfs Existing I ro osed 24 -Hour Storrs to North Wetland to South Wetland from Pond Total to North Wetland to South Wetiand from Pond to Offsite Total 2 -Year 4.56 1.85 1.73 6.70 1.3 0.56 2.93 0.18 3.52 10 -Year 10.13 4.12 3.49 15.46 2.69 1.25 9.91 0.41 10.55 100 -Year 18.89 7.68 5.83 29A1 4.81 2.33 20.7 0.76 22.83 Conclusion The proposed stormwater management improvements on the IDI site & future Stockdale site will meet water quality requirements by providing sufficient dead pool volume in the expanded pond to meet NURP design standards, and will meet water quantity requirement by providing sufficient live storage volume to retain & release runoff at a rate less than existing conditions. If you have any questions or comments regarding the proposed improvement, please contact me directly at 763-746-1608 or iiones(rDmfra.com. Sincerely, McCOMBS FRANK ROOS ASSOCIATES Jared Jones, E.I.T. David Roedel, P.E. X2 X1 Existing C n Lakes Existing to outh X3 Wetlan S Existing to Pond XP Existing to North TX Wetland Total Existing Subcat Reach on Link Existing Pond 11 11 11 iI 1 I IDI Rev 8-6-08 Type 11 24 -hr 2 -Year Rainfall=2.80" Prepared by MFRA Page 2 HydroCAD® 8.00 s/n 001876 0 2006 HydroCAD Software Solutions LLC 8/6/2008 Subcatchment X1: Existing to South Wetiand ' Runoff = 1.85 cfs @ 12.03 hrs, Volume= 0.107 af, Depth= 0.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (so CN Description 71,254 74 >75% Grass cover, Good, HSG C 71,254 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, ' Subcatchment X2: Existing Chan Lakes ' Runoff = 12.97 cfs @ 12.11 hrs, Volume= 0.926 af, Depth= 1.29" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (ac) CN Description 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 Pervious Area ' 5.030 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, ' Subcatchment X3: Existing to Pond Runoff = 0.69 cfs @ 12.03 hrs, Volume= 0.040 af, Depth= 0.78" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" ' Area (sf) CN Description 26,687 74 >75% Grass cover, Good. HSG C _ ' 26,687 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, IDI Rev 8-6-08 Type ll 24 -hr 2 -Year Rainfall=2.80" Prepared by MFRA Page 3 HydroCAD®8 00 s/n 001876 © 2006 HvdroCAD Software Solutions LLC 8/6/2008 Subcatchment X4: Existing to North Wetland Runoff = 4.56 cfs @ 12.03 hrs, Volume= 0.263 af, Depth= 0.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (sf) CN Description 175,244 74 >75% Grass cover, Good, HSG C 175,244 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Pond XP: Existing Pond Inflow Area = 9.243 ac, Inflow Depth= 1.25" for 2 -Year event Inflow = 13.46 cfs @ 12.10 hrs, Volume= 0.966 of Outflow = 1.73 cfs @ 12.79 hrs, Volume= 0.932 af, Atten= 87%, Lag= 41.1 min Primary = 1.73 cfs @ 12.79 hrs, Volume= 0.932 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 0.635 ac Storage= 2.252 of Peak Elev= 939.31'@ 12.79 hrs Surf.Area= 0.653 ac Storage= 2.712 of (0.460 of above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 256.9 min ( 1,105.2 - 848.3 ) Volume Invert Avail Storage Storage Description #1 933.00' 4.790 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 933.00 0.220 0.000 0.000 937.00 0.450 1.340 1.340 938.00 0.620 0.535 1.875 940.00 0.670 1.290 3.165 941.00 0.730 0.700 3.865 942.00 1.120 0.925 4.790 Device Routing Invert Outlet Devices #1 Primary 938.00' 12.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 937.80' S= 0.0080T Cc= 0.900 n= 0.012 Concrete pipe, finished #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate Limited to weir flow C=0.600 #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 11 11 1 1 ' IDI Rev 8-6-08 Type 1124 -hr 2 -Year Rainfall=2.80" Prepared by MFRA Page 4 ' HydroCADO 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Primary OutFlow Max=1.73 cfs @ 12.79 hrs HW=939.31' (Free Discharge) t -Culvert (Passes 1.73 cfs of 3.15 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 1.73 cfs @ 2.88 fps) Link TX: Total Existing ' Inflow Area = 14.901 ac, Inflow Depth > 1.05" for 2 -Year event Inflow 6.70 cfs @ 12.03 hrs, Volume= 1.301 of Primary = 6.70 cfs @ 12.03 hrs, Volume= 1.301 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs IDI Rev &IM18 Type Il 24 -hr 10 -Year Rainfall=4.10" Prepared by MFRA Page 5 HydroCAD®8 00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Subcatchment X1: Existing to South Wetland Runoff = 4.12 cfs @ 12.02 hrs, Volume= 0.228 af, Depth= 1.67" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (so CN Description 71,254 74 >75% Grass cover, Good, HSG C 71,254 Pervious Area Tc Length 10.0 Runoff = Capacity Description Direct Entry, Subcatchment X2: Existing Chan Lakes 24.02 cfs @ 12.10 hrs, Volume= 1.707 af, Depth= 2.37" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (ac) CN Description 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 Pervious Area 5.030 Impervious Area Tc Length Slope Velocity Capacity Description 18.0 Direct Entry, Subcatchment X3: Existing to Pond Runoff = 1.54 cfs @ 12.02 hrs, Volume= 0.085 af, Depth= 1.67' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (sf) CN Description 26,687 74 >75% Grass cover, Good HSG C 26,687 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, IDI Rev 8-6-08 Type 11 24 -hr 10 -Year Rainfall=4.10" Prepared by MFRA Page 6 ' HvdroCADO 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Subcatchment X4: Existing to North Wetland ' Runoff = 10.13 cfs @ 12.02 hrs, Volume= 0.560 af, Depth= 1.67" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (sf) CN Description ' 175,244 74 >75% Grass cover, Good HSG C 175,244 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, ' Pond XP: Existing Pond Inflow Area = 9.243 ac, Inflow Depth= 2.33" for 10 -Year event Inflow 25.11 cfs @ 12.10 hrs, Volume= 1.792 of Outflow = 3.49 cfs @ 12.70 hrs, Volume= 1.756 af, Atten= 86%, Lag= 36.0 min Primary = 3.49 cfs @ 12.70 hrs, Volume= 1.756 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 0.635 ac Storage= 2.252 of Peak Elev= 939.95' @ 12.70 hrs Surf.Area= 0.669 ac Storage= 3.133 of (0.882 of above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 212.1 min ( 1,042.8 - 830.7) Volume Invert Avail Storage Storage Description #1 933.00' 4.790 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 933.00 0.220 0.000 0.000 937.00 0.450 1.340 1.340 938.00 0.620 0.535 1.875 940.00 0.670 1.290 3.165 941.00 0.730 0.700 3.865 942.00 1.120 0.925 4.790 Device Routing Invert Outlet Devices #1 Primary 938.00' 12.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 937.80' S= 0.00807 Cc= 0.900 n=0.012 Concrete pipe, finished #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate Limited to weir flow C=0.600 #3 Device 1 938.60' 12.0" Vert Orifice/Grate C= 0.600 IDI Rev 8-6-08 Type 1124 -hr 10 -Year Rainfall=4.10" Prepared by MFRA Page 7 HydroCADO 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Primary OutFlow Max=3.49 cfs @ 12.70 hrs HW=939.95' (Free Discharge) tICulvert (Passes 3.49 cfs of 4.56 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 3.49 cfs @ 4.45 fps) Link TX: Total Existing Inflow Area = 14.901 ac, Inflow Depth > 2.05" for 10 -Year event Inflow = 15.46 cfs @ 12.03 hrs, Volume= 2.543 of Primary = 15.46 cfs @ 12.03 hrs, Volume= 2.543 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs IDI Rev 8-6-08 Type// 24 -hr 100 -Year Rainfall=5.90" Prepared by MFRA Page 8 ' HydroCAD® 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Subcatchment X1: Existing to South Wetland Runoff = 7.68 cfs @ 12.02 hrs, Volume= 0.423 af, Depth= 3.10" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (sf) CN Description 71,254 74 >75% Grass cover, Good, HSG C 71,254 Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 10.0 Direct Entry, ' Subcatchment X2: Existing Chan Lakes ' Runoff = 40.04 cfs @ 12.10 hrs, Volume= 2.876 af, Depth= 4.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (ac) CN Description 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 Pervious Area 5.030 Impervious Area Tc Length Description 18.0 Direct Entry, Subcatchment X3: Existing to Pond Runoff = 2.88 cfs @ 12.02 hrs, Volume= 0.158 af, Depth= 3.10" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (so CN Description 26,687 74 >75% Grass cover, Good, HSG C 26,687 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 10.0 Direct Entry, IDI Rev 8-6-08 Type// 24 -hr 100 -Year Rainfall=5.90" Prepared by MFRA Page 9 HydroCAD® 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Subcatchment X4: Existing to North Wetland Runoff = 18.89 cfs @ 12.02 hrs, Volume= 1.040 af, Depth= 3.10" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (sf) CN Description 175,244 74 >75% Grass cover, Good, HSG C 175,244 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Pond XP: Existing Pond Inflow Area = 9.243 ac, Inflow Depth= 3.94" for 100 -Year event Inflow = 42.08 cfs @ 12.09 hrs, Volume= 3.034 of Outflow = 5.83 cfs @ 12.67 hrs, Volume= 2.996 af, Atten= 86%, Lag= 34.8 min Primary = 5.83 cfs @ 12.67 hrs, Volume= 2.996 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 0.635 ac Storage= 2.252 of Peak Elev= 940.88' @ 12.67 hrs Surf.Area= 0.723 ac Storage= 3.778 of (1.526 of above start) Plug -Flow detention time= 748.6 min calculated for 0.744 of (25% of inflow) Center -of -Mass det. time= 195.0 min ( 1,010.7 - 815.7) Volume Invert Avail.Storage Storage Description #1 933.00' 4.790 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 933.00 0.220 0.000 0.000 937.00 0.450 1.340 1.340 938.00 0.620 0.535 1.875 940.00 0.670 1.290 3.165 941.00 0.730 0.700 3.865 942.00 1.120 0.925 4.790 Device Routing Invert Outlet Devices #1 Primary 938.00' 12.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 937.80' S= 0.0080? Cc= 0.900 n= 0.012 Concrete pipe, finished #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 IDI Rev 8-6-08 Type 1124 -hr 100 -Year Rainfall=5.90" Prepared by MFRA Page 10 HydroCADO 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Primary OutFlow Max=5.83 cfs @ 12.67 hrs HW=940.88' (Free Discharge) t�=Culvert (Inlet Controls 5.83 cfs @ 7.43 fps) 2=Orifice/Grate (Passes < 28.26 cfs potential flow) 3=Orifice/Grate (Passes < 5.04 cfs potential flow) Link TX: Total Existing Inflow Area = 14.901 ac, Inflow Depth > 3.59" for 100 -Year event ' Inflow 29.41 cfs @ 12.02 hrs, Volume= 4.458 of Primary = 29.41 cfs @ 12.02 hrs, Volume= 4.458 af, Atten= 0%, Lag= 0.0 min ' Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs No S4 P dt S2 IDI Site t Pond S3 rt S1 h Lot to Pond :xi�ing Chan Lakes P1 ropose o IJUUUI Wetland Exp,nd S5 TP Proposed to North Wetland ZTotal Proposed Proposed to Offsite Sub4 Reach A Llnk ed Pond IDI Rev 8-6-08 Type 1124-hr2-Year Rainfall=2.80" Prepared by MFRA Page 2 HydroCAD®8 00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 ' Subcatchment S1: IDI Site to Pond Runoff = 8.86 cfs @ 12.06 hrs, Volume= 0.598 af, Depth= 2.16" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (sf) CN Description 123,070 98 Paved parking & roofs 21,807 74 >75% Grass cover, Good HSG C 144,877 94 Weighted Average 21,807 Pervious Area ' 123,070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, ' Subcatchment S2: North Lot to Pond Runoff = 3.59 cfs @ 12.06 hrs, Volume= 0.242 af, Depth= 2.16" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (so CN Description 58,713 94 Urban commercial 85% imp HSG C 8,807 Pervious Area 49,906 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, ' Subcatchment S3: Existing Chan Lakes Runoff = 12.97 cfs @ 12.11 hrs, Volume= 0.926 af, Depth= 1.29" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (ac) CN Description 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 Pervious Area ' 5.030 Impervious Area IDI Rev 8-6-08 Type 11 24 -hr 2 -Year Rainfall=2.80" Prepared by MFRA Page 3 HydroCAD®8 00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, Subcatchment S4: Proposed to South Wetland Runoff = 0.56 cfs @ 12.03 hrs, Volume= 0.032 af, Depth= 0.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (sf) CN Description 21,637 74 Grass & Wetland Areas 21,637 Pervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment S5: Proposed to North Wetland Runoff = 1.30 cfs @ 12.02 hrs, Volume= 0.073 af, Depth= 0.93" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" _ Area (sf) CN Description 40,927 77 Brush, Poor, HSG C 40,927 Pervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment S6: Proposed to Offsite Runoff = 0.18 cfs @ 12.03 hrs, Volume= 0.011 af, Depth= 0.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (sf) CN Description 7,031 74 >75% Grass cover, Good, HSG C 7,031 Pervious Area IDI Rev 8-6-08 Type 1124-hr2-Year Rainfall=2.80" Prepared by MFRA Page 4 HydroCADO 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Pond P1: Expanded Pond Inflow Area = 13.304 ac, Inflow Depth = 1.59" for 2 -Year event Inflow = 25.02 cfs @ 12.09 hrs, Volume= 1.766 of Outflow = 2.93 cfs @ 12.75 hrs, Volume= 1.708 af, Atten= 88%, Lag= 39.8 min Primary = 2.93 cfs @ 12.75 hrs, Volume= 1.708 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 939.70' @ 12.75 hrs Surf.Area= 36,968 sf Storage= 173,321 cf (39,817 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 267.2 min ( 1,090.4 - 823.2 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 ' 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices ' #1 Primary 938.00' 21.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 937.80' S= 0.00507 Cc= 0.900 n=0.012 Concrete pipe, finished #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.93 cfs @ 12.75 hrs HW=939.70' (Free Discharge) tCulvert (Passes 2.93 cfs of 8.65 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 2.93 cfs @ 3.73 fps) IDI Rev 8-6-08 Type 1124 -hr 2 -Year Rainf611=2.80" Prepared by MFRA Page 5 HydroCAD®8 00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Link TP: Total Proposed Inflow Area = 14.901 ac, Inflow Depth > 1.47" for 2 -Year event Inflow = 3.20 cfs @ 12.07 hrs, Volume= 1.825 of Primary = 3.20 cfs @ 12.07 hrs, Volume= 1.825 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs 11 11 11 ' IDI Rev 8-6-08 Type 1124 -hr 10 -Year Rainfall=4.10" Prepared by MFRA Page 6 HydroCAD® 8.00 s/n 001876 © 2006 HVdroCAD Software Solutions LLC 8/6/2008 Subcatchment S1: IDI Site to Pond Runoff = 13.71 cfs @ 12.06 hrs, Volume= 0.949 af, Depth= 3.42" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (sf) CN Description 123,070 98 Paved parking & roofs 21,807 74 >75% Grass cover. Good HSG C 144,877 94 Weighted Average ' 21,807 Pervious Area 123,070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, ' Subcatchment S2: North Lot to Pond ' Runoff = 5.56 cfs @ 12.06 hrs, Volume= 0.384 af, Depth= 3.42" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (sf) CN Description 58,713 94 Urban commercial 85% imp HSG C ' 8,807 Pervious Area 49,906 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, ' Subcatchment S3: Existing Chan Lakes ' Runoff = 24.02 cfs @ 12.10 hrs, Volume= 1.707 af, Depth= 2.37" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (ac) CN Description 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 Pervious Area 5.030 Impervious Area IDI Rev 8-6-08 Type// 24 -hr 10 -Year Rainfall=4.10" Prepared by MFRA Page 7 HydroCAD®8 00 s/n 001876 0 2006 HydroCAD Software Solutions LLC 8/6/2008 Tc Length Capacity Description 18.0 Direct Entry, Subcatchment S4: Proposed to South Wetland Runoff = 1.25 cfs @ 12.02 hrs, Volume= 0.069 af, Depth= 1.67" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (so CN Description 21,637 74 Grass & Wetland Areas 21,637 Pervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment S5: Proposed to North Wetland Runoff = 2.69 cfs @ 12.02 hrs, Volume= 0.148 af, Depth= 1.89" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (sf) CN Description 40,927 77 Brush, Poor, HSG C 40,927 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment S6: Proposed to Offsite Runoff = 0.41 cfs @ 12.02 hrs, Volume= 0.022 af, Depth= 1.67" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.10" Area (sf) CN Description 7,031 74 >75% Grass cover, Good HSG C 7,031 Pervious Area ' IDI Rev 8-6-08 Type// 24 -hr 10 -Year Rainfall=4.10" Prepared by MFRA Page 8 ' HydroCAD® 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 10.0 Direct Entry, Pond P1: Expanded Pond Inflow Area = 13.304 ac, Inflow Depth = 2.74" for 10 -Year event Inflow = 42.71 cfs @ 12.08 hrs, Volume= 3.040 of Outflow 9.95 cfs @ 12.45 hrs, Volume= 2.979 af, Atten= 77%, Lag= 22.1 min Primary 9.95 cfs @ 12.45 hrs, Volume= 2.979 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 940.37' @ 12.45 hrs Surf.Area= 38,400 sf Storage= 198,336 cf (64,832 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 227.1 min ( 1,037.0 - 809.8 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic) Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 ' 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 ' Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 937.80' S= 0.0050'/' Cc= 0.900 n=0.012 Concrete pipe, finished ' #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=9.91 cfs @ 12.45 hrs HW=940.37' (Free Discharge) 't-1 =Culvert (Passes 9.91 cfs of 12.31 cfs potential flow) 1 2=Orifice/Grate (Weir Controls 5.65 cfs @ 1.69 fps) 3=Orifice/Grate (Orifice Controls 4.26 cfs @ 5.42 fps) IDI Rev 8-"8 Type II 24 -hr 10 -Year Rainfall=4.10" Prepared by MFRA Page 9 HydroCADO 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Link TP: Total Proposed Inflow Area = 14.901 ac, Inflow Depth > 2.59" for 10 -Year event Inflow = 10.54 cfs @ 12.44 hrs, Volume= 3.219 of Primary = 10.54 cfs @ 12.44 hrs, Volume= 3.219 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Ii I I it 11 ' IDI Rev 8-6-08 Type 1124 -hr 100 -Year Rainfall=5.90" Prepared by MFRA Page 10 HydroCAD®8 00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Subcatchment S1: IDI Site to Pond ' Runoff = 20.34 cfs @ 12.06 hrs, Volume= 1.441 af, Depth= 5.20" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (sf) CN Description 123,070 98 Paved parking & roofs 21,807 74 >75% Grass cover, Good, HSG C 144,877 94 Weighted Average ' 21,807 Pervious Area 123,070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment S2: North Lot to Pond ' Runoff = 8.24 cfs @ 12.06 hrs, Volume= 0.584 af, Depth= 5.20" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (so CN Description 58,713 94 Urban commercial 85% imp HSG C ' 8,807 Pervious Area 49,906 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 15.0 Direct Entry, Subcatchment S3: Existing Chan Lakes Runoff = 40.04 cfs @ 12.10 hrs, Volume= 2.876 af, Depth= 4.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" ' Area (ac) CN Description 5.030 98 Roof / Parking Lot ' 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average ' 3.600 Pervious Area 5.030 Impervious Area IDI Rev 8-6-08 Type 1124 -hr 100 -Year Rainfall=5.90" Prepared by MFRA Page 11 HydroCAD® 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Tc Length Slope Velocity Capacity Description EMI Runoff = Direct Entry, Subcatchment S4: Proposed to South Wetland 2.33 cfs @ 12.02 hrs, Volume= 0.128 af, Depth= 3.10" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (sf) CN Description 21,637 74 Grass & Wetland Areas 21,637 Pervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment S5: Proposed to North Wetland Runoff = 4.81 cfs @ 12.01 hrs, Volume= 0.266 af, Depth= 3.39" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (sf) CN Description _ 40,927 77 Brush Poor HSG C 40,927 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment S6: Proposed to Offsite Runoff = 0.76 cfs @ 12.02 hrs, Volume= 0.042 af, Depth= 3.10" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=5.90" Area (sf) CN Description 7,031 74 >75% Grass cover, Good, HSG C 7,031 Pervious Area ' IDI Rev 8-6-08 Type// 24 -hr 100 -Year Rainfall=5.90" Prepared by MFRA Page 12 ' HydroCADO 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, tPond P1: Expanded Pond Inflow Area = 13.304 ac, Inflow Depth = 4.42" for 100 -Year event Inflow = 67.81 cfs @ 12.08 hrs, Volume= 4.900 of Outflow 17.42 cfs @ 12.42 hrs, Volume= 4.837 af, Atten= 74%, Lag= 20.0 min Primary 17.42 cfs @ 12.42 hrs, Volume= 4.837 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surf Area= 35,286 sf Storage= 133,504 cf Peak Elev= 941.18' @ 12.42 hrs Surf.Area= 43,246 sf Storage= 230,905 cf (97,401 cf above start) ' Plug -Flow detention time= 636.5 min calculated for 1.770 of (36% of inflow) Center -of -Mass det. time= 180.6 min ( 978.5 - 797.9) ' Volume Invert Avail Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic) Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 ' 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 ' Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 937.80' S= 0.0050T Cc= 0.900 ' n=0.012 Concrete pipe, finished #2 Device 1 940.10' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow, Max=17.41 cfs @ 12.42 hrs HW=941.18' (Free Discharge) %=Culvert (Barrel Controls 17.41 cfs @ 7.24 fps) 2=Orifice/Grate (Passes < 46.30 cfs potential flow) 3=Orifice/Grate (Passes < 5.46 cfs potential flow) IDI Rev 8-6-08 Type // 24 -hr 100 -Year Rainfall=5.90" Prepared by MFRA Page 13 HydroCAD® 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Link TP: Total Proposed Inflow Area = 14.901 ac, Inflow Depth > 4.25' for 100 -Year event Inflow = 19.44 cfs @ 12.12 hrs, Volume= 5.273 of Primary = 19.44 cfs @ 12.12 hrs, Volume= 5.273 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs (S2 North Lot to F S1 IDI Site t Pond Subcat Reach on Llnk S3 7Exig/ing Chan Lakes Exp nded Pond IDI Rev 8-8-08 Type 1124-hrNURP Rainfall=2.50" Prepared by MFRA Page 2 ' ♦ ydroCAD®8 00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Subcatchment S1: IDI Site to Pond ' Runoff = 7.74 cfs @ 12.06 hrs, Volume= 0.518 af, Depth= 1.87" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr NURP Rainfall=2.50" Area (sf) CN Description ' 123,070 98 Paved parking & roofs 21,807 74 >75% Grass cover, Good HSG C 144,877 94 Weighted Average ' 21,807 Pervious Area 123,070 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, ' Subcatchment S2: North Lot to Pond Runoff = 3.14 cfs @ 12.06 hrs, Volume= 0.210 af, Depth= 1.87' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24 -hr NURP Rainfall=2.50" Area (sf) CN Description 58,713 94 Urban commercial 85% imp HSG C 8,807 Pervious Area 49,906 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, ' Subcatchment S3: Existing Chan Lakes Runoff = 10.57 cfs @ 12.11 hrs, Volume= 0.759 af, Depth= 1.06" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type 11 24 -hr NURP Rainfall=2.50" Area (ac) CN Descriotion 5.030 98 Roof / Parking Lot 0.500 80 Pond 3.100 60 Lawn / Natural 8.630 83 Weighted Average 3.600 Pervious Area 5.030 Impervious Area IDI Rev 8-6-08 Type 1124-hrNURP Rainfall=2.50" Prepared by MFRA Page 3 HydroCAM 8.00 s/n 001876 © 2006 HydroCAD Software Solutions LLC 8/6/2008 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 Direct Entry, Pond P1: Expanded Pond Inflow Area = 13.304 ac, Inflow Depth = 1.34" for NURP event Inflow = 21.07 cfs @ 12.09 hrs, Volume= 1.487 of Outflow = 2.47 cfs @ 12.76 hrs, Volume= 1.431 af, Atten= 88%, Lag= 40.3 min Primary = 2.47 cfs @ 12.76 hrs, Volume= 1.431 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 938.60' Surt.Area= 35,286 sf Storage= 133,504 cf Peak Elev= 939.52' @ 12.76 hrs Surf.Area= 36,718 sf Storage= 166,793 cf (33,289 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 279.5 min ( 1,107.0 - 827.4 ) Volume Invert Avail.Storage Storage Description #1 933.00' 271,756 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 933.00 15,147 0 0 934.00 17,919 16,533 16,533 935.00 20,495 19,207 35,740 936.00 23,275 21,885 57,625 937.00 26,260 24,768 82,393 938.00 34,244 30,252 112,645 939.00 35,981 35,113 147,757 940.00 37,389 36,685 184,442 941.00 40,146 38,768 223,210 942.00 56,946 48,546 271,756 Device Routing Invert Outlet Devices #1 Primary 938.00' 21.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 937.80' S= 0.0050'P Cc= 0.900 n= 0.012 Concrete pipe, finished #2 Device 1 940.10' 48.0" Horiz. Orifice(Grate Limited to weir flow C=0.600 #3 Device 1 938.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.48 cfs @ 12.76 hrs HW=939.52' (Free Discharge) t2=Culvert (Passes 2.48 cfs of 7.35 cfs potential flow) FL-�2=Orifice/Grate ( Controls 0.00 cfs) 3=OrifceiGrate (Orifice Controls 2.48 cfs @ 3.27 fps) Engineering ' Planning ` Surveying I'FRA McCombs Frai Roos Associates, Inc. August 6, 2008 Joe Shamla, P.E. City of Chanhassen 7700 Market Blvd Chanhassen, MN 55317 RE: IDI Distributors 7-9-08 Email Comments Dear Joe, We have reviewed your 7-9-08 comments, and 7-10-08 response to our questions about those comments, and have updated the plans and calculations accordingly. A summary of the changes is as follows: 1. The pond is not sized correctly for both lots. One foot separation must be maintained between the top of the bank and the high water level... I am willing to accept an upsize of 21 ". a. The outlet pipe has been reduced to a 21" RCP in the HydroCAD model and on the Utility plan. b. A note has been added to the Grading plan to restore the berm on the north side of the pond to its original design elevation of 942.00 c. These two revisions will allow the pond to handle the 100 -year runoff volume and maintain a 0.8' separation between the emergency overflow (at elevation 941.2) and the tap of the berm at 942.00. No revisions to the subcatchments in the HydroCAD model have been made. 2. No grading is allowed in the utility easements on the north side of the site. a. Per email correspondence with Centerpoint Energy (forwarded to you on B-5-08 and 8-6-08) we will not be allowed to grade in the northern easement as described in document #98307 without first field verifying the depth and exact location of the existing gas main. In lieu of this, we have revised the north lot bench grading plan to avoid grading the easement at this time, and will address the issue at the time the lot is developed. b. The southern easement described in document #98306 was not depicted correctly on the previous drawings, and has been removed as it does not apply to the site. 3. Show the top of berm elevation on the existing pond a. The existing top of berm elevations are now shown on the grading plan 4. Permits are required from the MPCA and the Dept. of Health. a. Permits have been applied for from the Minnesota Department of Health for drinking water protection and from the MPCA for NPDES. 14800 28th Avenue North, Suite 140 • Plymouth, Minnesota • 55447 phone 7631476-6010 • fax 763/476-8532 • website mira.00m 1 1 1 1 5. Shift the proposed drive so that the center is located 70' north of the Kingdom Hall Drive. a. The driveway has been shifted south -13', and the centerline is now 70' north of the Kingdom Hall drive. 6. Private drive easements are required to service both parcels. a. An ingress/egress easement has been written to provide access through the site for both parcels, and an exhibit is included for your reference. 7. Show truck turning template to service the future lot through the IDI Site. a. A truck turning exhibit has been included for reference. If you have any questions or comments regarding this response, please feel free to contact me at 763-746-1608 or jiones(a)mfra.com. Sincerely, McCOMBS FRANK ROOS ASSOCIATES Jared Jones, P.E. F a • V . s Designed: dd Exhibit Number m FRA s.mo4MNM `� Eden Trace Corporation Drawn u &'"'w roved. Ja vy -OLM- .&W IDI Distributors Initial Issue: awvsreme p'v 784)89010 Chanhassen, MN McOomharronk!: he 78.Wa/e4M Rev.: " »� Truck Turning - Future Lot Date: Project No. EDE17481 PJB F,� S�GpO Scale: 1 in = 10011 P AUDUBON ODrive Area A ODrive Area B ODrive Area C G�98120111 OUTLOT A a o� O z S8959'45'W 70.00 — — CENTER ——N8959'I5'E 289.81 69 w >30.50 --INGRESS AND EGRESS EASEMENT--\ 58959'45'W 251.82 z '. 1 A 1I�" WE I 13 Y II, Mom 8 '+—TINGRESS I AND 3200�i-. I/ EGRESS EASEMENT 5,5-W 1ST I i 0 w� xl , I a 78.00 N8B'S9'45'EI LOT 1I z BLOCK 1,� ADDITION xl i g ,—SW CORNER OF LOT 1I", I � "30.00 412.72. r '--SOUTH LINE OF LOT 1 F.g;,vemv . P11-Irg . SwVEYr19 Designed: Exhibit Number M FRA Eden Trace Corporation Drawn MER '°0 Audubon Corporate Center 1st Addition Approved: H°N Q %"°"oh �" 7047 cWO Initial Issue: 04(94rz00e u a0 Chanhassen, Minnesota McCombs FnnE Boos AK 76&4766532 Rev.: 8 � AeAse km A Associetcz, Inc. ,,,.,,,. Ingress Egress Easement Exhibit Date: oimi2008 project No. EDE17Ili IDI Distribution Stormwater Management Plan Appendix F Draft Geotechnical Report I1 May 10, 2017 ' Page 12 I I J ANIERIC \N ENGIN 11RING TESTING, INC. CONSULTANTS • ENVIRONMENTAL • GEOTECHNICAL • MATERIALS • FORENSICS www.amengtest.com A to REPORT OF GEOTECHNICAL EXPLORATION AND REVIEW Proposed Addition I.D.I. Distributors 8303 Audubon Road Chanhassen, Minnesota Date: August 25, 2016 Prepared for: Eden Trace Corporation 8821 Sunset Trail Chanhassen, MN 55317 Report No. 20-14527 Eden Trace Corporation ' 8821 Sunset Trail Chanhassen, MN 55317 , Attn: Mr. Mark Undestad RE: Geotechnical Exploration and Review Proposed Addition I.D.I. Distributors ' 8303 Audubon Road Chanhassen, Minnesota Report No. 20-14527 ' Dear Mr. Undestad: American Engineering Testing, Inc. (AET) is pleased to present the results of our subsurface ' exploration program and geotechnical engineering review for the proposed I.D.I. Distributors Addition. These services were performed according to our proposal dated June 22, 2016. ' We are submitting this report as an electronic pdf copy. If you also would like hard copies sent, please contact me. , Please contact me if you have any questions about the report. I can also be contacted for arranging construction observation and testing services during the earthwork phase. f Sincerely, America Eng/ineering Testing, Inc. Jay P. Brekke, PE ' Senior Engineer Phone: (651) 789-4645 ibrekke@,amenL,test.com Page i ' 550 Cleveland Avenue North I St. Paul, MN 55114 ' Phone 651-659-90011 Toll Free 800-972-6364 Fax 651-659-1379 1 www.amengtest.com I AA/EEO h This document shall not be reproduced, except in full, without written approval From American Engineering Testing, Inc. AMERICAN CONSULTANTS ENGINEERING • ENVIRONMENTAL •GEOTECHNICAL ' INC.TESTING, I • MATERIALS • FORENSICS August 25, 2016 ' Eden Trace Corporation ' 8821 Sunset Trail Chanhassen, MN 55317 , Attn: Mr. Mark Undestad RE: Geotechnical Exploration and Review Proposed Addition I.D.I. Distributors ' 8303 Audubon Road Chanhassen, Minnesota Report No. 20-14527 ' Dear Mr. Undestad: American Engineering Testing, Inc. (AET) is pleased to present the results of our subsurface ' exploration program and geotechnical engineering review for the proposed I.D.I. Distributors Addition. These services were performed according to our proposal dated June 22, 2016. ' We are submitting this report as an electronic pdf copy. If you also would like hard copies sent, please contact me. , Please contact me if you have any questions about the report. I can also be contacted for arranging construction observation and testing services during the earthwork phase. f Sincerely, America Eng/ineering Testing, Inc. Jay P. Brekke, PE ' Senior Engineer Phone: (651) 789-4645 ibrekke@,amenL,test.com Page i ' 550 Cleveland Avenue North I St. Paul, MN 55114 ' Phone 651-659-90011 Toll Free 800-972-6364 Fax 651-659-1379 1 www.amengtest.com I AA/EEO h This document shall not be reproduced, except in full, without written approval From American Engineering Testing, Inc. 1 Report of Geotechnical Exploration and Review t I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. SIGNATURE PAGE Prepared for: Prepared by: Eden Trace Corporation American Engineering Testing, Inc. 8821 Sunset Trail 550 Cleveland Avenue North ' Chanhassen, Minnesota 55076 St. Paul, Minnesota 55114 (651) 659-9001/www.amengtest.com Attn: Mr. Mark Undestad Authored by: Reviewed by: j4a UX &�L' ' Jay P. Brekke, PE Thomas P. Venema, PE Senior Engineer Principal Engineer I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under Minnesota Statute Section 326.02 to 326.15 Name: Jay P. Brekke Date: i' i License #: 25631 Copyright 2016 American Engineering Testing, Inc. All Rights Reserved Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project. Page ii Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 SCOPE OF SERVICES............................................................................................................ 1 3.0 PROJECT INFORMATION..................................................................................................... 1 3.1 Available Geotechnical Information..................................................................................... 2 4.0 SUBSURFACE EXPLORATION AND TESTING................................................................ 3 4.1 Field Exploration Program.................................................................................................... 3 4.2 Laboratory Testing................................................................................................................ 3 5.0 SITE CONDITIONS................................................................................................................. 3 5.1 Surface Observations............................................................................................................. 3 5.2 Subsurface Soils/Geology...................................................................................................... 4 5.3 Groundwater.......................................................................................................................... 4 5.4 Review of Soil Properties...................................................................................................... 5 6.0 RECOMMENDATIONS.......................................................................................................... 6 6.1 Building Grading................................................................................................................... 7 6.2 Foundation Design................................................................................................................. 8 6.3 Floor Slab Design.................................................................................................................. 9 6.4 Exterior Backfilling............................................................................................................. 10 6.5 Exterior Underground Utility Construction......................................................................... 11 6.6 Pavements............................................................................................................................ 11 6.7 Infiltration Rate Comments................................................................................................. 14 7.0 CONSTRUCTION CONSIDERATIONS.............................................................................. 15 7.1 Potential Difficulties............................................................................................................ 15 7.2 Excavation Backsloping...................................................................................................... 15 7.3 Observation and Testing...................................................................................................... 16 8.0 LIMITATIONS....................................................................................................................... 16 STANDARD SHEETS Excavation and Refilling for Structural Support Floor Slab Moisture/ Vapor Protection APPENDIX A — Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Figure 1 - Boring Locations Subsurface Boring Logs APPENDIX B — Geotechnical Report Limitations and Guidelines for Use Page iii Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 1.0 INTRODUCTION ' An addition is planned on the north side of the existing I.D.I. Distributors Building located at 8303 Audubon Road in Chanhassen, Minnesota. To assist with planning and design, Eden Trace Corporation authorized American Engineering Testing, Inc. (AET) to conduct a subsurface exploration program at the site, conduct soil laboratory testing, and perform a geotechnical engineering review for the project. This report presents the results of these services, and provides ' our engineering recommendations based on this data. ' 2.0 SCOPE OF SERVICES AET's services were performed according to our proposal dated June 22, 2016. The final ' authorized scope consists of the following: • Drilling 12 standard penetration test borings to depths ranging from 20 to 36 feet below ' grade; • Performing routine soil laboratory testing; and, 1 • Conducting a geotechnical engineering analysis based on the gained data and preparation of this report. These services are intended for geotechnical purposes. The scope to explore for the presence of environmental contamination was limited to our field crew noting any visual or olfactory evidence in the soils samples. 3.0 PROJECT INFORMATION ' An addition is planned on the north side of the existing I.D.I. Distributors Building. The existing building is an office/warehouse structure for distribution of building insulation products. The structure has a main floor for warehouse space and offices, and a second level for offices. The building is supported on spread footings with a structural/architectural precast panel exterior. The building was constructed in late 2008 and we understand that the structural integrity of the ' existing building is satisfactory. The new addition will extend to the north of the existing building. The precast panel north wall of the existing building will remain in place. There will be new precast walls on the east, north IPage 1 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 II II AMERICAN ENGINEERING TESTING, INC. and west walls of the new addition. The interior frame will be structural steel. The floor slab will be set at an elevation of approximately 953 feet to match the existing building. The building addition will cover a footprint of 26,962 feet. The main floor will consist of warehouse space covering 18,407 square feet, and office space covering 8,555 square feet. A second level office of 8,555 square feet will be constructed over the main floor office. We have not been provided with structural details, but for the purposes of this report we are assuming wall loads of about 1 to 4 kips per linear foot and maximum column loads of about 100 kips. We estimate live floor loads of less than about 200 pounds per square foot. These loads should be confirmed when a structural engineer is part of the design team. New parking will be provided to the north of the building addition. There is also an infiltration basin proposed at the north end of the parking area. Our foundation design assumptions include a minimum factor of safety of 3 with respect to localized shear or base failure of the foundations. We assume the structure will be able to tolerate total settlements of up to 1 inch, and differential settlements over a 30 foot distance of up to '/2 inch. The above stated information represents our understanding of the proposed construction. This information is an integral part of our engineering review. It is important that you contact us if there are changes from that described so that we can evaluate whether modifications to our recommendations are appropriate. 3.1 Available Geotechnical Information AET performed a geotechnical exploration for the existing building in 2007 (AET Report No. 22-00135 dated November 27, 2007). In our report, we recommended supporting the building on conventional spread footings after performing soil correction to remove and replace the existing fill and any other unsuitable soils. It is our understanding that the site grading for the existing building and the proposed addition area was performed in 2008. We have reviewed Google Earth aerial photos from 2008 and 2009. The photo from September 2008 shows grading operations over the existing building and most of the addition footprint. Grading at the northwest corner of the addition footprint appeared to be Page 2 of 16 I Report of Geotechnical Exploration and Review ' I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. incomplete as some vegetation was visible. The photo from 2009 shows the completed building. AET performed the construction testing for the existing building (AET Project No. 22-00135.2) and may, or may not have, performed construction testing of the grading for the proposed addition. We have not been able to locate records from the construction testing to review what was done in the addition area. If any records of fill placement for the addition are found, please contact us to review our recommendations. 4.0 SUBSURFACE EXPLORATION AND TESTING 4.1 Field Exploration Program The subsurface exploration program conducted for the project consisted of 12 standard penetration test borings drilled between June 30 and July 7, 2016. The logs of the borings and details of the methods used appear in Appendix A. The logs contain information concerning soil layering, soil classification, geologic description, and moisture condition. Relative density or consistency is also noted for the natural soils, which is based on the standard penetration resistance (N -value). The approximate boring locations are shown on Figure 1 in Appendix A. We located the borings in the field by measuring from the existing building using dimensions scaled from the site plan provided. Our drill crew determined the ground surface elevations at the borings using an engineer's level referenced to the floor slab of the existing building. According to the preliminary site plan prepared by Sambatek the floor slab is at an elevation of approximately 953 feet. 4.2 Laboratory Testing The laboratory test program included visual and manual classification of the soil samples along with water content testing of selected samples. The test results appear in Appendix A on the boring logs adjacent to the samples upon which they were performed. 5.0 SITE CONDITIONS 5.1 Surface Observations At the time of drilling the south side of the site was occupied by the existing building. The area of the proposed addition was a relatively level lawn area and paved entrance drive. Most of the area north of the proposed addition is a berm which we understand was placed in 2008 or prior to Page 3 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 AMERICAN ' ENGINEERING TESTING, INC. 2008 and consists mostly of stripped topsoil. The topsoil is from the existing building construction and also from other sites. The berm was covered with grass and weeds and was about 10 feet in height. Borings B -10A, B-1 IA, and B -12A were drilled on top of the berm. The elevations at our 12 borings ranged from 961.1 to 947.8 feet. 5.2 Subsurface Soils/Geology At our three borings drilled on the berm, we found about 14 to 15 feet of fill (which corresponds to elevations ranging from about 9441/2 to 946'/2 feet). These elevations are consistent with the ground surface from previous topography information based on a survey prepared by Schoell and Madson, hic. in 1999. We have this plan from our previous geotechnical information. At the remaining borings, fill or possible fill was found to depths ranging from about 4 to 9 feet below grade (which corresponds to elevations ranging from about 945 to 943.6 feet). Again, review of the topography information from 1999 and our previous borings in 2007 (some of which were drilled in the addition footprint) indicate that these elevations are generally consistent with the previous ground surface elevations. Our previous borings drilled in the addition area found about 4 feet of mixed sand and clay fill to about elevation 943. The fill in the berm area consisted of sandy lean clay and clayey sand, much of which contained organics. The fill and possible fill in the remaining borings (B-lA to B -9A) consisted of sandy lean clay and clayey sand. Typically, the upper I to 2 feet in Borings B -IA to B -9A contained organics. These borings were drilled in lawn areas (Boring B -9A was drilled in a brush area) and this could be the graded topsoil zone. Most of the fill and possible fill below 1 to 2 feet at Borings B-lA to B -9A did not contain significant amounts of organics, however traces of roots were common and some zones of slightly organic soils were present. Underlying the fill and possible fill, we found predominantly glacial till soils. At Boring B -5A, layers of fine alluvium and coarse alluvium were also found. 5.3 Groundwater Most of the on-site soils are relatively slow draining and an extended period of time would be required for groundwater to reach equilibrium in the boreholes. A measurable groundwater level was found in only one of our borings. We measured groundwater at about 1 I feet below grade in Boring B -5A just above a layer of coarse alluvial silty sand. The measured water level corresponds to an elevation of about 942.2 feet. The survey indicates a wetland in the northeast Page 4 of 16 Report of Geotechnical Exploration and Review ' I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. corner of the property, with ground surface elevations of about 939 to 942 feet. In our opinion, the water level measured in Boring B -5A likely represents the approximate hydrostatic ' groundwater level on the date of drilling. A discussion of the water level measurement methods is presented in Appendix A. Please note that groundwater levels will not remain stable. Groundwater levels fluctuate due to varying seasonal and annual rainfall and snow melt amounts, as well as other factors. 5.4 Review of Soil Properties 5.4.1 Fill Most of the fill at our borings in the proposed addition area typically had moderate N -values and are judged to have moderate strength, and would not be significantly compressible under ' anticipated foundation loads. Some of the fill (see Boring B -IA) had N -values below about 7 and depending on their depth below the new footings and the footing loads, could be compressible under foundation loads. The fill soils are judged to be slow draining and moderately high in frost susceptibility. 5.4.2 Fine Alluvium The fine alluvial soils are judged to be moderate strength materials and are not significantly ' compressible under anticipated foundation loads. The fine alluvial soils are judged to be slow draining and moderately frost susceptible. ' 5.4.3 Coarse Alluvium The coarse alluvial soils are judged to be moderate strength materials and are not significantly compressible under anticipated foundation loads. The coarse alluvial soils are judged to be moderately fast draining and at least moderately frost susceptible if exposed to freezing temperatures. 5.4.4 Glacial Till The glacial till soils are judged to have moderate strength and are not judged to be significantly compressible under anticipated foundation loads. The glacial till soils are judged to be slow draining and would be moderately frost susceptible if exposed to freezing temperatures. Page 5 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 6.0 RECOMMENDATIONS Ii AMERICAN , ENGINEERING TESTING, INC. Based on the soil conditions found in our borings, our understanding of the past grading activities and on the design information that is available, it is our opinion that after proper site preparation the proposed addition can be supported on conventional spread footing foundations. Details of our recommendations are given below. In the planned addition area we found fill and possible fill to about 9 to 10 feet below grade. Some level of observation and testing may have been done during the placement of the existing fill in 2008, but no records are available. If any records are found, please contact us to review our recommendations. Often, we recommend that fill soils, for which records of placement are not available, not be relied on for building support. However, with the exception of the upper 1 to 2 feet of soils containing organics, the majority of the fill at our borings appears suitable for support of the proposed building on conventional spread footings and the floor slab on grade. The exception may be at Boring B -IA, where an N -value of 4 was recorded at about 5 feet below grade. It is our opinion that the majority of the existing fill can be relied upon for support, but there may be some local correction necessary. In order to further assess the existing fill soils, we recommend performing a partial subcut below all of the footings. Under perimeter footings, we recommend subcutting to a minimum of 2 feet below planned bottom of footing, and under interior column pads we recommend subcutting to a depth below the footing equal to %2 the footing width. Following subcutting, the exposed soils should be observed and tested by a geotechnical engineer/technician. New compacted fill can then be placed to the bottom of footing elevation. The excavated non-organic soil can be reused as backfill provided it is at the proper moisture content. Assessment of the fill quality should also be carried out by observation of sidewalls in all of the footing trenches. Note that with the approach of relying on existing fill, the owner needs to accept a greater than normal risk of foundation and floor settlement (greater than the stated tolerance levels) due to the inherent variability of fill. Fill soils don't have the benefit of the time and uniformity of geologic processes, and accordingly, are typically much more variable than naturally -occurring soils. Details or our recommendations are given below. Page 6 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 6.1 Building Grading 6.1.1 Excavation Preparation of the building pad should include stripping the vegetation and near surface soils ' containing significant amounts of organics. We anticipate a typical stripping depth of about I to 2 feet will be required based on the borings. As discussed in section 6.0, under footings we recommend performing a partial subcut to assess the existing fill. We recommend subcutting to a ' minimum of 2 feet below planned bottom of perimeter footings, and to a depth below the interior column pads equal to '/2 the footing width. The lateral zone of stripping/subcutting should be extended out horizontally at least 1 foot from the outside edges of footings for every foot of fill ' required below the base of the footings (i.e., 1:1 lateral oversize). Prior to placing new fill or concrete, the exposed soils should be observed and tested by a geotechnical engineer/technician. ' Any organic, wet/soft or other unsuitable soils as determined by the geotechnical engineer/technician should be additionally subcut. ' The actual required depths of subcutting will need to be determined during earthwork. Because of the unknown depths and lateral extent of the subcutting that will be needed, we recommend that the earthwork contract include a unit price line item for extra soil correction required beyond what is estimated. ' 6.1.2 Fill Placement and Compaction The on-site non-organic sandy lean clay and clayey sand soils would be suitable for reuse as fill ' provided they do not contain rubble, debris, cobbles or boulders. Excepting the upper I or 2 feet, most of the soils found in borings drilled in the addition area appeared suitable for reuse as new ' fill. The majority of the soils found at our three borings in the existing berm did not appear suitable for reuse. The soils found in Boring 13-10A however, did appear to be mostly suitable for reuse. Separation of the reusable soils from unsuitable soils in the berm may not be feasible; this ' could be better assessed with test pits. The fill soils must be placed at moisture contents that will allow the soils to be compacted to the ' specified levels. We recommend clayey soils be moisture conditioned to within -2 to +3 percentage points of the optimum water content as determined by the Standard Proctor dry ' density (ASTM: D 698) before placement. Drying of the on-site clayey soils will likely be required. This will require favorable weather conditions (warm and dry). Page 7 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 AMERICAN ' ENGINEERING TESTING, INC. Where imported fill is required, we recommend a granular soil with less than 12% passing the No. 200 sieve (such as Mn/DOT 3149.2112) having no gravel larger than 3 inches. If the contractor proposes a different type of fill, a sample should be submitted to the Geotechnical Engineer for approval. The building pad fill should be placed in thin lifts and compacted to at least 98% of the maximum Standard Proctor dry density (ASTM: D698). The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. Please refer to the standard data sheet at the end of this report entitled "Excavation and Refilling for Structural Support" for general information regarding excavation and fill placement for foundation support. 6.2 Foundation Design After the site preparation described above, the building can be supported on conventional spread footing foundations bearing on the existing fill and new compacted fill. We recommend that perimeter foundations for heated building areas bear at a minimum depth of 42 inches below exterior grade for frost protection. Additional protection from frost penetration can be obtained by placing the footings at a depth of 48 inches below grade. Interior foundations in heated areas can be placed directly below the floor slab. The bottoms of exterior foundations (those foundations not bordering heated building areas) should be extended to a minimum depth of 60 inches below exterior grade, because deeper frost penetration can occur away from the heated building. Based on the conditions found in our borings, and assuming that our recommended grading/compaction procedures in Section 6.1 are followed, it is our opinion that the footings may be proportioned for a maximum net allowable soil bearing capacity of 2,500 pounds per square foot. This is also the bearing pressure that was recommended for the existing building foundations. Our foundation design assumptions include a minimum factor of safety of 3 with respect to localized shear or base failure of the foundations. Page 8 of 16 Report of Geotechnical Exploration and Review ' I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 1 Please note that settlement of the existing building has probably already occurred. Therefore, the settlement of the addition would be differential from the existing building. We recommend that ' the connections between the addition and the existing building be designed to accommodate this differential movement. 1 6.3 Floor Slab Design Preparation of the building area as previously described will also prepare the building area for floor slab support. Where there will be forklift traffic in the warehouse area, we recommend that you consider importing a 100% crushed concrete or crushed limestone Class 5 aggregate for the floor slab base in those areas. The purpose of the Class 5 base in warehouse areas is to provide a firmer base and to allow the contractor to place a flatter slab; the Class 5 would also help the slab ' performance under forklift traffic at joints in the slab. The minimum thickness of the Class 5 should be 6 inches. The Class 5 aggregate base in the warehouse areas should be compacted to at least 98% of the maximum Standard Proctor dry density, or to meet the criteria for Mn/DOT ' dynamic cone penetrometer (DCP) tests. For relative ease of compaction in confined spaces, we recommend using only sand soils with less than 12% (by weight) passing the No. 200 sieve as interior backfill around the new foundations and in underslab utility trenches inside the building. The backfill around the new foundations and in underslab utility trenches inside the building should be placed in thin lifts, with each lift mechanically compacted using manually -operated ' vibratory or impact equipment, to at least 95% of the maximum Standard Proctor dry density. The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. We recommend not using heavy towed or self-propelled compactors within 4 feet of newly constructed foundation walls; such equipment can damage the new walls. ' Based on a subgrade prepared with the type of backfill described above, and after general site grading, the floor slab can be cast on -grade. For slabs cast on the existing fill and on new clayey fill, we recommend using a modulus of subgrade reaction (k) of 150 pounds per square inch per inch of deflection (pci) for design of the slabs. For slabs cast on Class 5 material, we recommend using a modulus of subgrade reaction of 200 pci. Page 9 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 11 iI AMERICAN ' ENGINEERING TESTING, INC. A vapor retarder should be placed under the floor slab where there are moisture sensitive floor coverings/coatings such as are typical in office areas. The purpose of a vapor retarder is to reduce the potential for upward migration of water vapor from the soil into and through the concrete slabs. Water vapor migrating upward through the slab can damage floor coverings, coatings, or sealers placed on the slab, or materials/packages stored on the slabs, and contribute to excess humidity and possible microbial growth in buildings. For additional recommendations on moisture and vapor protection of floor slabs, please refer to the standard sheet at the end of this report entitled "Floor Slab MoistureNapor Protection." Typically, the vapor retarder is placed directly below the floor slab. 6.4 Exterior Backfilling Backfill around the building and the existing soils outside of the building will have an effect on the surrounding sidewalks and slabs due to the frost heave potential. Where settlement -sensitive exterior entry slabs and sidewalks abut the building, we recommend excavation of the on-site clayey soils down to 4 feet below finished grade. We recommend using non -frost susceptible (NFS) sand soils as backfill. The purpose of this is to reduce the potential for the characteristic heave that can occur when clayey soils freeze each winter. We recommend that the NFS sand soils contain less than 5% (by weight) passing the #200 sieve and less than 40% (by weight) passing the #200 sieve. New fill should be placed in thin lifts and compacted to at least 95% of the maximum Standard Proctor dry density. A filtered drain tile should be placed at the base of the NFS sand fill. The drain tile lines should be drained to a sump (where it can be pumped) or to a gravity outlet such as a catch basin to help prevent the accumulation of excess water. The zone of NFS sand backfill should extend at least 2 feet beyond the edges of the entry slabs, and should be tapered outward away from the building below slabs/pavements at a 3:1 (H:V) or flatter slope. The purpose of the tapering is to reduce the potential for abrupt slab displacement when zones farther away from the building may heave during winter. As an alternative to placing 4 feet of engineered sand fill, the entry slabs can be designed as structural slabs. These structural slabs should be supported on frost wall foundations bearing at least 60 inches below the bottom of slab. With this alternative, there should be a minimum 4 inch air gap left below each slab. The vertical sides on all of the frost walls should be covered with a bond breaker, preventing adfreezing of the backfill soils. With this approach, you should anticipate the potential for differential heave of the surrounding on -grade supported slabs Page 10 of 16 I Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. sidewalks and pavements. Sand backfill, drained and tapered, as discussed above can be used adjacent to the structural slab to reduce the potential for differential heave and a possible tripping hazard. ' 6.5 Exterior Underground Utility Construction The excavated non-organic clayey soils can be reused as backfill in the new utility trenches. Organic soils should not be used to support manhole structures or utilities, and should not be reused as backfill. Much of the on-site clayey soils appear to be at elevated moisture contents and will need to be dried to be reused as fill. We recommend clayey soils be moisture ' conditioned to within -2 to +3 percentage points of the optimum water content as determined by the standard Proctor dry density (ASTM: D698) prior to placement. We recommend that each lift of the trench backfill be mechanically compacted to at least 95% of its standard Proctor dry density. Within 3 feet of the pavement subgrade elevation, the compaction should be increased to at least 100% of its maximum standard Proctor dry density. The fill should be placed in lifts thin enough to attain the specified compaction level throughout the entire lift thickness. 6.6 Pavements New pavements are planned to be constructed north and northwest of the new addition. Although no traffic loads were provided, we anticipate that daily traffic will consist mostly of ' cars and light trucks, along with occasional heavier vehicles such as delivery trucks and snow removal equipment. The planned pavement areas are currently largely occupied by the existing ' berm and a significant amount soil removal will be required in most areas to reach design grades. Grading plans are not yet available but we anticipate finished grades of about 949 to 952 feet in the pavement areas. 6.6.1 Subgrade Preparation In areas of new pavements, subgrade preparation should consist of stripping any vegetation/topsoil and excavating to the planned bottom of base course (or sand subbase) elevation. We anticipate that the existing fill from the stockpile will be at pavement subgrade ' elevation. The subgrade surface should be test rolled as described below. We recommend additionally subcutting any significantly organic (containing over about 4% organics by weight) or unstable soils that may be exposed to 3 feet below the proposed subgrade elevation (i.e., 3 feet ' below the bottom of Class 5). It should not be necessary to correct soft or organic soils to more than 3 feet beneath the proposed subgrade elevation, unless the soils are so unstable that they Page 11 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota August 25; 2016 Report No. 20-14527 I1 AMERICAN ' ENGINEERING TESTING, INC. limit the ability to compact fill placed above these soils. The zone of stripping/subcutting should be laterally extended at least 2 feet beyond the edges of the new pavements. The on-site soils could be reused as fill in pavement areas provided they do not contain a significant amount of organics and they can be sufficiently dried to achieve the recommended compaction levels. We recommend all fill placed within the top 3 feet of the pavement subgrade be compacted to a minimum of 100% of the Standard Proctor maximum dry density. If fill is required below the top 3 feet, it should be compacted to at least 95%. Prior to placing the sand subbase or Class 5, we recommend the subgrade be evaluated for stability by test rolling as described in the attached sheet entitled "Bituminous Pavement Subgrade Preparation and Design." If soft or unstable soils are found, they should be subcut and replaced with drier fill or aerated, dried and recompacted back into place if weather conditions permit. 6.6.2 Sand Subbase Layer The clayey soils on this site are frost -susceptible and have the potential to heave upon freezing each year and undergo a reduction of shear strength during freeze/thaw cycles. Additionally, their slow -draining nature will increase the potential for excess moisture in the aggregate base course. Therefore, we strongly recommend placing a 1 foot thick sand subbase below the Class 5 base course to improve drainage, reduce frost effects, and to distribute wheel loads to the subgrade. The sand should meet the gradation requirements of Mn/DOT Specification 3149.2B2 for Select Granular Borrow. Preferably, Modified Select Granular Borrow should be used; this material would have less than 5% passing the #200 sieve and less than 40% passing the #40 sieve. The entire thickness of the sand subbase layer should be compacted to a minimum of 100% of the Standard Proctor maximum dry density. The sand subbase layer, if it is placed, should be provided with a means of subsurface drainage to collect and discharge water which may become trapped within the sands and above the slower draining clayey soils. This drainage can be provided by installing finger drains into catch basins at elevations no higher than the bottom of the sand layer. Edge drains can also be provided around the perimeter of the parking areas. The finger drains and edge drains should be wrapped with geotextile fabric and backfilled with sand. To promote subsurface movement of the trapped Page 12 of 16 Report of Geotechnical Exploration and Review ' I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. water, the top of the clayey subgrade should be sloped or shaped to direct water to the drainage collection points. Cost will be a factor in your decision whether or not to construct a sand subbase. Although the use of a sand subbase has a higher initial cost, it will likely result in reduced longer term costs, improved performance, lower maintenance, longer service life, and the use of thinner pavement sections. 6.6 3 Pavement Thickness It is our opinion the pavements should be designed using an assumed R -value of 20 if the sand subbase is not placed. If the sand subbase is used, we estimate an R -value of 30. The following table presents the recommended bituminous pavement thicknesses for options with and without a sand subbase. The heavy duty design is intended for drive lanes. Table 6.63 — Recommended Pavement Thickness Designs * If a sand subbase is not placed, we recommend placing a geotextile separator fabric (Mn/DOT 3733, Type S) under the Class 5 base course, preferably below the entire pavement but at a minimum in heavy duty areas. 6.6.4 Bituminous Pavement Comments The bituminous pavement sections given above would have an estimated life of 20 years. However, the Owner should not expect that the pavements would last 20 years without maintenance. Even if placed and compacted properly on stable subgrade conditions, bituminous pavements will likely experience cracking in 1 to 3 years, primarily due to temperature -related Page 13 of 16 Sand Subbase Alternative With No Sand Subbase Light Duty Heavy Light Duty Heavy Pavement Course (Automobile Duty Areas (Automobile Traffic Duty Traffic Onl Only) Areas Bituminous Wear I.5" 2" 1.5" 2" SPWEA340 Bituminous Base 2„ 2" 2" 2" SPWEB340F Class 5 Aggregate Base 6" 8" 8" 10" Mn/DOT 3138) Select Granular Borrow 12" 12" No* No* MmWT 3149.2B2) * If a sand subbase is not placed, we recommend placing a geotextile separator fabric (Mn/DOT 3733, Type S) under the Class 5 base course, preferably below the entire pavement but at a minimum in heavy duty areas. 6.6.4 Bituminous Pavement Comments The bituminous pavement sections given above would have an estimated life of 20 years. However, the Owner should not expect that the pavements would last 20 years without maintenance. Even if placed and compacted properly on stable subgrade conditions, bituminous pavements will likely experience cracking in 1 to 3 years, primarily due to temperature -related Page 13 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. expansion and shrinkage. Each of the designs given above assumes that a regularly scheduled maintenance program consisting of patching cracks and repairing of locally distressed areas would be implemented. Seal coating of the pavement surface after 3 to 5 years often helps prolong pavement life. Various bituminous mix designs and binder materials for pavements should be considered, specifically to resist thermal cracking and rutting. Binders with a designation of "F" generally have a greater initial cost than "E" or `B" binders, but are more resistant to rutting and thermal cracking. Although "F" binders are preferred, "E" binders are also suitable if the mix does not include recycled aggregate. If "E" or `B" binders are used, there will be an increased probability of thermal cracking compared to using an "F" binder. Thermal cracks tend to demand more maintenance and result in a reduced service life with greater long-term costs. 6.7 Infiltration Rate Comments It is our understanding that a stormwater infiltration pond is planned in the northern portion of the site (near Boring B -12A) as shown on the preliminary site plan prepared by Sambatek. The bottom of the pond has been set at elevation 941.5 feet with a top elevation of 944.0 feet. The Minnesota Pollution Control Agency's (MPCA) Minnesota Stormwater Manual provides recommendations for design infiltration rates based on soil type Obgp://stornwater.pca.state.mn.us/index.php/Design infiltration rated. The soils encountered in Boring B -12A consist mostly of sandy lean clay. These soils are not conducive to rapid infiltration and would have a design infiltration rate of 0.06 inches per hour. This value assumes a minimum separation of 3 feet between the bottom of the infiltration practice and the seasonably high ground water table. The long term groundwater level at this site may be at about 939 to 942 feet based on our borings and the nearby wetland elevation. It may be necessary to install a piezometer to obtain accurate groundwater levels. We recommend performing in-situ infiltration testing of the onsite subgrade soils during construction using the double -ring infiltrometer. The test results can be used to confirm the project civil engineers design assumptions for the ponds. Page 14 of 16 11 11 it 11 1 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. ' 7.0 CONSTRUCTION CONSIDERATIONS 1 7.1 Potential Difficulties 7. 1.1 Water in Excavations Groundwater and surface runoff may be encountered in excavations for construction. To allow observation of the excavation bottom, and to reduce the potential for soil disturbance and facilitate filling operations, we recommend that all free-standing water within the excavations be removed prior to proceeding with construction. 7.1.2 Disturbance of Soils The on-site soils can easily become disturbed under construction traffic, especially if the soils are wet. If soils become disturbed, they should be subcut to the underlying undisturbed soils. The ' subcut soils can then be dried and recompacted back into place, or they should be removed and replaced with drier imported fill. 7.2.3 Winter Construction If construction occurs during the winter, it is necessary for the contractor to protect the base soils from freezing each day and each night before new fill is placed. Fill should not be placed over frozen soils, snow, or ice, nor should the use of frozen fill soils be permitted. The contractor must protect base soils from freezing before and after fill placement, and before, during, and after concrete placement. 7.2 Excavation Backsloping If excavation faces are not retained, the excavations should maintain maximum allowable slopes in accordance with OSHA Regulations (Standards 29 CFR), Part 1926, Subpart P, "Excavations" (can be found on www.osha.¢ov). Even with the required OSHA sloping, water seepage or surface runoff can potentially induce sideslope erosion or numing which could require slope maintenance. Excavation safety is the contractor's responsibility. Page 15 of 16 Report of Geotechnical Exploration and Review I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25; 2016 ENGINEERING Report No. 20-14527 TESTING, INC. 7.3 Observation and Testing The recommendations in this report are based on the subsurface conditions found at our test boring locations. Because the soil conditions can be expected to vary away from the soil boring locations, we recommend on-site observation by AET geotechnical personnel during construction to evaluate the effect of these potential changes. We recommend the soils in excavation bottoms be observed by an AET geotechnical engineer immediately prior to placing fill or forming for footings. Soil density testing should also be performed on all fill placed at the site to document that our recommendations and the specifications for compaction and moisture have been satisfied. Where fill material type is important, laboratory sieve analyses should be performed to document that the actual fill meets the recommended gradation criteria. The building materials should also be tested in accordance with the project specifications and the building codes. 8.0 LIMITATIONS Within the limitations of scope, budget, and schedule, we have endeavored to provide our services according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either express or implied, is intended. Important information regarding risk management and proper use of this report is given in Appendix B entitled "Geotechnical Report Limitations and Guidelines for Use." Page 16 of 16 EXCAVATION AND REFILLING FOR STRUCTURAL SUPPORT . EXCAVATION Excavations for structural support at soil boring locations should be taken to depths recommended in the geotechnical ' report. Since conditions can vary, recommended excavation depths between and beyond the boring locations should be evaluated by geotechnical field personnel. If ground water is present, the excavation should be dewatered to avoid the risk of unobservable poor soils being left in-place. Excavation base soils may become disturbed due to construction traffic, ground water or other reasons. Such soils should be subcut to underlying undisturbed soils. Where the excavation ' base slopes steeper than 4:1, the excavation bottom should be benched across the slope parallel to the excavation contour. Soil stresses under footings spread out with depth. Therefore, the excavation bottom and subsequent fill system should be laterally oversized beyond footing edges to support the footing stresses. A lateral oversize equal to the depth of fill below the footing (i.e., 1:1 oversize) is usually recommended. The lateral oversize is usually increased to 1.5:1 where compressible organic soils are exposed on the excavation sides. Variations in oversize requirements may be recommended in the geotechnical report or can be evaluated by the geotechnical field personnel. Unless the excavation is retained, the backslopes should be maintained in accordance with OSHA Regulations (Standards - 29 CFR), Part 1926, Subpart P, "Excavations" (found on www.osha.eov). Even with the required OSHA ' sloping, ground water can induce sideslope raveling or running which could require that flatter slopes or other approaches be used. Filling should proceed only after the excavation bottom has been approved by the geotechnical engineer/technician. Approved fill material should be uniformly compacted in thin lifts to the compaction levels specified in the geotechnical report. The lift thickness should be thin enough to achieve specified compaction through the full lift thickness with the ' compaction equipment utilized. Typical thicknesses are 6" to 9" for clays and 12" to 18" for sands. Fine grained soils are moisture sensitive and are often wet (water content exceeds the "optimum moisture content" defined by a Proctor test). In this case, the soils should be scarified and dried to achieve a water content suitable for compaction. This drying process can be time consuming, labor intensive, and requires favorable weather. Select fill material may be needed where the excavation bottom is sensitive to disturbance or where standing water is present. Sands (SP) which are medium to coarse grained are preferred, and can be compacted in thicker lift thicknesses ' than finer grained soils. Filling operations for structural support should be closely monitored for fill type and compaction by a geotechnical ' technician. Monitoring should be on a full-time basis in cases where vertical fill placement is rapid; during freezing weather conditions; where ground water is present; or where sensitive bottom conditions are present. EXCAVATION/REFQ.LING DURING FREEZING TEMPERATURES ' Soils that freeze will heave and lose density. Upon thawing, these sods will not regain their original strength and density. The extent of heave and density loss depends on the soil type and moisture condition; and is most pronounced in clays and silts. Foundations, slabs, and other improvements should be protected from frost intrusion during freezing weather. For earthwork during freezing weather, the areas to be filled should be stripped of frozen soil, snow and ice prior to new fill placement. In addition, new fill should not be allowed to freeze during or after placement. For this reason, it may be preferable to do earthwork operations in small plan areas so grade can be quickly attained instead of large areas where much frost stripping may be needed. 1 01REPO I 1 (12/08) AMERICAN ENGINEERING TESTING, INC. FREEZING WEATHER EFFECTS ON BUILDING CONSTRUCTION GENERAL Because water expands upon freezing and soils contain water, soils which are allowed to freeze will heave and lose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and density/strength loss depends on the soil type and moisture condition. Heave is greater in soils with higher percentages of fines (silts/clays). High silt content soils are most susceptible, due to their high capillary rise potential which can create ice lenses. Fine grained soils generally heave about 1/4" to 3/8" for each foot of frost penetration. This can translate to 1" to 2" of total frost heave. This total amount can be significantly greater if ice lensing occurs. DESIGN CONSIDERATIONS Clayey and silty soils can be used as perimeter backfill, although the effect of their poor drainage and frost properties should be considered. Basement areas will have special drainage and lateral load requirements which are not discussed here. Frost heave may be critical in doorway areas. Stoops or sidewalks adjacent to doorways could be designed as structural slabs supported on frost footings with void spaces below. With this design, movements may then occur between the structural slab and the adjacent on -grade slabs. Non -frost susceptible sands (with less than 12% passing a #200 sieve) can be used below such areas. Depending on the function of surrounding areas, the sand layer may need a thickness transition away from the area where movement is critical. With sand placement over slower draining soils, subsurface drainage would be needed for the sand layer. High density extruded insulation could be used within the sand to reduce frost penetration, thereby reducing the sand thickness needed. We caution that insulation placed near the surface can increase the potential for ice glazing of the surface. The possible effects of adfreezing should be considered if clayey or silty soils are used as backfill. Adfreezing occurs when backfill adheres to rough surfaced foundation walls and lifts the wall as it freezes and heaves. This occurrence is most common with masonry block walls, unheated or poorly heated building situations and clay backfill. The potential is also increased where backfill soils are poorly compacted and become saturated. The risk of adfreezing can be decreased by placing a low friction separating layer between the wall and backfill. Adfreezing can occur on exterior piers (such as deck, fence or other similar pier footings), even if a smooth surface is provided. This is more likely in poor drainage situations where soils become saturated. Additional footing embedment and/or widened footings below the frost zones (which include tensile reinforcement) can be used to resist uplift forces. Specific designs would require individual analysis. CONSTRUCTION CONSIDERATIONS Foundations, slabs and other improvements which may be affected by frost movements should be insulated from frost penetration during freezing weather. If filling takes place during freezing weather, all frozen soils, snow and ice should be stripped from areas to be filled prior to new fill placement. The new fill should not be allowed to freeze during transit, placement or compaction. This should be considered in the project scheduling, budgeting and quantity estimating. It is usually beneficial to perform cold weather earthwork operations in small areas where grade can he attained quickly rather than working larger areas where a greater amount of frost stripping may be needed. If slab subgrade areas freeze, we recommend the subgrade be thawed prior to floor slab placement. The frost action may also require reworking and recompaction of the thawed subgrade. 01 REPO 15 (12/08) AMERICAN ENGINEERING TESTING, INC. Report of Geotechnical Exploration and Review ' I.D.I. Distributors Addition; Chanhassen, Minnesota AMERICAN August 25, 2016 ENGINEERING Report No. 20-14527 TESTING, INC. Abbendix A Geotechnical Field Exploration and Testing ' Boring Log Notes Unified Soil Classification System Figure 1— Boring Locations tSubsurface Boring Logs Appendix A , Geotechnical Field Exploration and Testing Report No. 20-14527 A.1 FIELD EXPLORATION , The subsurface conditions were explored by drilling and sampling 12 standard penetration test (SPT) borings. The locations of the borings appear on appended Figure 1, preceding the Subsurface Boring Logs in this appendix. A.2 SOIL SAMPLING METHODS ' A.2.1 Split -Spoon Samples (SS) - Calibrated to NW Values Standard penetration (split -spoon) samples were collected in general accordance with ASTM:D1586 with one primary , modification. The ASTM test method consists of driving a 2 -inch O.D. split -barrel sampler into the in-situ soil with a 140 -pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N -value. Our method uses a modified hammer weight, which is determined by measuring the system energy using a Pile Driving Analyzer ' (PDA) and an instrumented rod. In the past, standard penetration N -value tests were performed using a rope and cathead for the lift and drop system. The energy ' transferred to the split -spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in this system. This converted energy then provides what is known as an N60 blow count. AET's drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently ' results in lower N -values than the traditional Nw values. By using the PDA energy measurement equipment, we are able to determine actual energy generated by the drop hammer. With the various hammer systems available, we have found highly variable energies ranging from 55% to over 100%. Therefore, the intent of AET's hammer calibrations is to vary the hammer ' weight such that hammer energies lie within about 60% to 65% of the theoretical energy of a 140 -pound weight falling 30 inches. The current ASTM procedure acknowledges the wide variation in N -values, stating that N -values of 100% or more have been observed. Although we have not yet determined the statistical measurement uncertainty of our calibrated method to date, we can state that the accuracy deviation of the N -values using this method is significantly better than the standard ASTM method. , A.2.2 Disturbed Samples (DS)/Spin-up Samples (SU) Sample types described as "DS" or "SU" on the boring logs are disturbed samples, which are taken from the flights of the auger. ' Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate. A.2.3 Sampling Limitations Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of ' drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs. Determining the thickness of "topsoil" layers is usually limited, due to variations in topsoil definition, sample recovery, and other ' factors. Visual -manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality ' definition, alternate methods of sample retrieval and testing should be employed. A.3 SOIL CLASSIFICATION METHODS Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system The USC system is ' described in ASTM:D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM:D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual -manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the ' symbols used on the boring logs. The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and , development can sometimes aid this judgment. Appendix A - Page I of 3 AMERICAN ENGINEERING TESTING, INC. ' Appendix A Geotechnical Field Exploration and Testing Report No. 20-14527 A.4 WATER LEVEL MEASUREMENTS The ground water level measurements are shown at the bottom of the boring logs. The following information appears under "Water Level Measurements" on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at the time of measurement • Casing Depth: depth to bottom of casing or hollow -stem auger at time of measurement • Cave-in Depth: depth at which measuring tape stops in the borehole • Water Level: depth in the borehole where free water is encountered • Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing. A.5 LABORATORY TEST METHODS A5.1 Water Content Tests Conducted in general conformance with ASTM:D2216. A.6 TEST STANDARD LIMITATIONS Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. A.7 SAMPLE STORAGE Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days. Appendix A - Page 2 of 3 AMERICAN ENGINEERING TESTING, INC. BORING LOG NOTES DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS Symbol Definition Symbol Definition CONS: Ore -dimensional consolidation test B, IT, N: Sian of flush -joint casing DEN: Dry density, pcf CA: Crew Assistant (initials) DST: Direct shear test CAS: Pipe casing number indicates norninal diarreter in inches E: Pressuremeter Modulus, tsf CC: Crew Chief(vnmals) HYD: Hydrometer analysis COT: Clean -ora tube LL: Liquid Lbm, % DC: Drive casing number indicates diameter in inches LP: Pressuremeter Limit Pressure, tsf DM: Drilling mud or bentonite slimy OC: Organic Content, % DR Driller (initials) PERM: Coefficient of permeability (K) test; F - Field; DS: Disturbed sample from auger flights L - Laboratory FA Flight auger, number indicates outside diameter in inches PL: Plastic Linin, % HA: Hand auger, number indicates outside diameter qr: Pocket Penetrometer strength, tsf (approximate HSA: Hollow stem auger, number indicates inside diameter in q�: Static torte bearing pressure, tsf inches q": Unconfined compressive strength, psf LG: Field logger (initials) R: Electrical Resistivity, olmn-cns MC: Cohan used to describe moisture condition of RQD: Rock Quality Designation of Rock Core, in percent samples and for the ground water level symbols (aggregate length of core pieces 4" or more in length as a N (BPF): Standard penetration resistance (N -valine) in bbws per percent of total core run) foot (see nates) SA: Sieve analysis NQ: NQ wireline core barrel TRX: Triaxial compression test PQ: PQ wireline core barrel VSR Vane shear strength, remolded (field), psf RD: Rotary drilvg with fhnid and roller or drag bit VSU: Vane shear strength, undisturbed (field), psf REC: In split -spoon (see notes) and thin-walled tube sampling, the WC: Water content, as percent of dry weight recovered length (n inches) of sample. In rock coring, the %-200: Percent of material firmer than #200 sieve Length of core recovered (expressed as percent of the total core nm). Zero indicates no sample recovered. STANDARD PENETRATION TEST NOTES REV: Revert dnling }bud (Calibrated Hammer Weight) SS: Standard split -spoon sampler (steel; 1 d" is inside diameter, The standard penetration test consists of driving a split -spoon sampler 2" outside diameter); unless indicated otherwise with a drop hammer (calibrated weight varies to provide Nw values) and SU Spin,upsample from hollow stem auger contig the number of blows applied in each of three 6" increments of TW: Thin-walled tube; number indicates inside diameter in inches penetration. If the sampler is driven less than 18" (usually in highly WASH: Sade of material obtained by screening returning rotary resistant material), permitted in ASTM: D1586, the blows for each drilling fluid or by which las collected inside the borehole complete 6" increment and for each partial increment is on the boring log after "IkW'through drilling fluid For partial increments, the number ofbbws is shown to the nearest 0.1' WH: Sampler advanced by static weig}a of drillrod and harmer below the slash WR. Sampler advanced by static weight of droll rod 94mu 94 inglimeter wireline core barrel The length ofsarnple recovered, as shown on the "REC"cohmin, maybe V :: Water level directly measured in boring greater than the distance indicated in the N cobrm The disparity is because the N-vahe s recorded below the ramal 6" set (unless partial O: Estimated water level based solely on sample appearance penetration defined in ASTM: D1586 is encountered) whereas the length of sample recovered is for the entire sampler drive (which may even extend more than 18'). 01REP052C (12/08) AMERICAN ENGINEERING TESTING, INE , OICLS021 (07/08) AMERICAN ENGINEERING TESTING, INC. UNIFIED SOLI. CLASSIFICATION SYSTEM AMERICAN ' ASTM Designations: D 2487, D2488 ENGINEERING TESTING, INC. Soil Classification Notes Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests' Group Group Name "Based on the material passing the 3 -in S bol J75 -mm) sieve. If field sample contained cobbles or Coarseluained Gravels More Clean Gravels Cu?4 and 1<Cc<3 GW Well graded gravel Soils More than 51P/ coarse Less than 5% boulders, or both, add `with cobbles or than 50% fraction retained finest Cu<4 and/or I>Cc>3E GP Poorly graded gravel boulders, or both" to group name. retained on on No. 4 sieve cGmvels with 5 to 12% fines require dual No. 200 sieve Gravels with Fines classify as ML or MH GM Siltygravel Symbols: Fines more GW -GM well -graded gravel with silt than 12% fines c Fina classify as CL or CH GC Clayey gavel GW -GC well -graded gravel with clay GP -GM poorly graded gavel with silt Sands 50% or Clean Sands Cw6 and I<CeO SW Well -graded sand GP -GC poorly graded gravel with clay more otcoarse Less than 5% "Sands with 5 to 12% fines require dual fraction passes fines° Cu<6 and/or 1>Cv3b SP Poorly -graded sand symbols: No. 4 sieve SW -SM well -graded sand with silt Sands with Fines classify as ML or MH SM Silty Sand - - SW -SC well -graded sand with clay ' Fines more SP -SM poorly graded sand with silt than 12% fines o Fines classify as CL or CH SC Cla a sand - SP -SC poorly graded sand with clay Fine -Grained Silts and Clays inorganic PI>7 and plots on or above CL Lean cla Soils 50% or Liquid limit less "A7 line' (Dmf morepasses than 50 PI<4 orlots below ML Silt 'Cu = Dm 01, Cc = the No. 200 "N' line Dia x Dm sieve organic Liquid limilbven deed 0,75 OL Organic clay ' r contains sand, add "with (Bee Plasticity Liquid limit— not dried Organic SdixLM.O sand' ` to group name. Chan below) olf fines classify as CL ML, use dual symbol GC -GM, or SC -SM. Silts and Clays inorganic PI plots on or above "A" line CH Fat cla Liquid limit 50 If fines are organic, add "with organic in more PI plots below "A" line MH Elastic siltKL. fines" to group name. 'If soil contains >15 % gavel, add "with organic Liquid limit-0ven dried 0.75 OH Organic clay... vel" to group name. 'If Liquid limit -not dried Atterberg fimits plot is hatched area, Organic sihR'LMQ soil is a CL -ML silty clay. Highly organic Primarily organic matter, dark PT Peat alf soil contains 15 to 290/6 plus No. 200 sQtl in color, and organic in odor add `with sand" or 'with grave!", whichever is predominant. Llf soil contains >30% plus No. 200, predominantly sand, add "sandy' to Fa°s,oaeet Y}—s..x.e.� rwdabauemdabaaeemb a,e e d s up _ In win s> MY so l contains >30% phis No. 200, IbmNaR=IbLL=ES predominantly vel, add"gravelly" P YBr'a ® m ao_ °aiR'RmJL'm' togroup name. El dvrre "PI>4 and plots on or above "A" line. ® o„ a m vesolau.xiaR.r. o earn=aatuel i � oPl<4 or plots below "A" line. F PPI plots on or above "A" line. QP1 plots below "A" line. m-zBnm m RFiber Content description shown below. MH oR OH ra=nwsmn iu- a m n ZMMM= ML oa OL m b: a xi ism o m m tin t PPRIgE B1Ze IN MtlAElt3S IldlpllAfr�) --k -A-aa o 9�. Plasticity Chan ADDITIONAL TERMINOLOGY NOTES USED BY AFT FOR SOO. IDENTIFICATION AND DESCRIPTION Grain Size Gravel Pereeutait Consistency of Plastic Soils Relative Density of Non -Plastic Soils Term N -Value. BPF Term N -Value BPF Tran Particle Size Term Percent Boulders Over 12" ALittle Gravel 3%-14% Very Soft less than Very Loose 0-4 Cobbles 3" to 12" With Gravel 15%-29% Soft 2-4 Loose 5-10 Gravel #4 sieve to 3" Gravelly 30%- 50% Firm 5-8 Medium Dense 11-30 Sand 4200 to N4 sieve Stiff 9-15 Dense 31-50 Fines (sih & clay) Pass #200 sieve Very Stiff 16-30 Very Dense Greater than 50 Hard Greater than 30 MoisltrrdFrost Condit ign Layering Notes Peat Description Organic Description (if no lab testsl Soils are described as organic, if soil is not peat (MC Column) D (Dry): Absence of moisture, dusty, dry to and is judged to have sufficient organic fines I Laminations: layers less than Fiber Content content to influence the Liquid Limit properties. M (Moist): Damp, although free water not h" thick of Term (Visual Estimmel Shehtly orvamc used fm borderline cases. visible. Soil may still have a high differing material Root Inclusions water content (over "optimum"). or color. Fibric Peat: Greater than 67% With roots: Judged to have sufficient quantity W (WN Free water visible, intended to Heroic Peat: 33-67% of roots to influence the soil Waterbeani g): describe non -plastic soils. Lenses: Pockets or layers Sapric Peat: Less than 33% properties. Waterbearing usually relates to greater than '/z Trace mots: Small roots present, but not judged sands and sand with silt. Duck of differing to be in sufficient quantity to F (Frozen): Soil frozen material or color. significantly affect soil properties. OICLS021 (07/08) AMERICAN ENGINEERING TESTING, INC. AMERICAN ENGINEERING TESTING, INC. 18 stills I i�tEcpr IS BUILDING -45,200 S.F. I: AIN QFFICE / 6,584 SF_ .- iN = WAREHOUSE / 38,516 0ND FL - OFFICE / 13,627 S.F. IL 16 gals I PROJECT IDI Distributors Addition Chanhassen, Minnesota SUBJECT Approximate Boring Locations SCALEI DRAWN BY I CHECKED BY None JPB AET JOB NO. 20-14527 DATE August 2016 1 r- _A L � - B -12A G i To la j - -- B -9A �\ B sats o 20SWh B -11A I' 1 1 1 1 1 1 Ig WB -10A I I I 14 g I 12 21 atls 15 slats T B 6A e. B -7A g B -8A r _ . I I zsSWa:- I B -4A B -SA V I IB B-mA BmA d 18 stills I i�tEcpr IS BUILDING -45,200 S.F. I: AIN QFFICE / 6,584 SF_ .- iN = WAREHOUSE / 38,516 0ND FL - OFFICE / 13,627 S.F. IL 16 gals I PROJECT IDI Distributors Addition Chanhassen, Minnesota SUBJECT Approximate Boring Locations SCALEI DRAWN BY I CHECKED BY None JPB AET JOB NO. 20-14527 DATE August 2016 1 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AFT No: 20-14527 Log of Boring No. B -1A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DIN Surface Elevation X2'8 GEOL GY S MPMPE FIELD & LABORATORY TESTS WC DEN LL PL o-#2 FEET MATERIAL DESCRIPTION N MC IN FILL, mostly sandy lean clay, slightly organic, a FILL little gravel, trace roots, dark brown and black 1 DS 19 2 FILL, mostly clayey sand, a little gravel, gray 5 M SS 6 14 3 a FILL, mixture of sandy lean clay and clayey sand, a little gravel, brown and gray 5 4 M SS 6 18 6 7 7 M SS 10 20 8 9 SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, firm (CL) 10 7 M SS 18 22 tl SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown, stiff (CL) 11 M SS 18 22 13 14 SANDY LEAN CLAY, a little gravel, gray, a little brown and dark brown, very stiff (CL) 15 19 M SS 16 18 16 17- 18 CLAYEY SAND, a littlevel, gra gray, very stiff (SC) 19 20 19 M SS 18 17 21 END OF BORING DEPIII: DRQ.LING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 3.25" ASA DATE TIME SEHCEINLLELEL PTH DPT DPPTH FLUID DRILLING WATER E T ATTACHED0-19/' 7/7/16 10:01 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF COMPLETED: 7/7/16 TERMINOLOGY ON DR: SHS LG: CD Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -2A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 954.0 GEOLOGY STYPE FIELD & LABORATORY TESTS WC DEN LL PL ,#20 FEET MATERIAL DESCRIPTION N MC INC FILL, mostly clayey sand with organic fines, a FILL little gravel, dark grayish brown 1 DS 16 2 FILL, mixture of sandy Iean clay and clayey sand, a little gravel, brownish gray 6 M SS 10 22 3 4- 5 10 M SS 12 20 6 7- 8— 10 M SS 10 16 9 SANDY LEAN CLAY, a little gravel, brown, a TILL little gray, stiff (CL) 10 9 M SS 14 20 11 12- 13 10 M SS 18 20 la CLAYEY SAND, a little gravel, brown, a little gray, stiff (SC) 15 15 M SS 16 21 16 17 18 SANDY LEAN CLAY, a little gravel, gray, a tittle brown and light gray, stiff (CL) 19 20- 11 M SS 18 20 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL NIEASURENIENTS NOTE: REFER TO 0 19Y:' 3.25" HSA DATE TUAE SANTLEED DEPTH DEPTH FLUID RI LEVEL ING WATER THE ATTACHED 7/6/16 12:17 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF BORING COMPLETED: 7/6/16 TERMINOLOGY ON DR: SHS L CD Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -3A (p.1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 952.8 GEOLOGY SAMPLE FfLD & LABORATORY TESTS WC DEN LL PL /,#201 FEET MATERIAL DESCRIPTION N MC TYPE E FILL, mostly clayey sand, a little gravel, trace FILL roots, dark brown DS 11 2 FILL, mostly sandy lean clay, a little gravel, gray and brown 5 M SS I8 19 3 4 SANDY LEAN CLAY, a little gravel, trace TILL OR roots, brown and gray mottled, stiff (CL) FILL 5 (possible fill) 12 M x SS 18 19 6- 7- 8— 13 M SS 16 26 9 SANDY LEAN CLAY, a little gravel, brown, a TILL little light tan, very stiff (CL) to 18 M SS 18 19 Il SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown and dark brown, very stiff (CL) 18 M SS 18 19 13 14 IS 15 M SS 16 19 16 17- 18 CLAYEY SAND, a littlevel, � gray, vary stiff (SC) 19 20 18M �X SS 18 17 21 END OF BORING DEPTH: DRUJJNG METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-19'/z' 3.25" USA DATE TIME SAMPLED G DEPTH CAVE IN DEPTH DRILLING FLUID LEVEL WATER THE ATTACHED 7/1/16 1:32 21.0 19.5 20.8 None SHEETS FOR AN EXPLANATION OF BORING COMPLETED: 7/1/16 TERMINOLOGY ON DR: JM LG SHS Ri : 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B4A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 953.6 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL 4420t FEET MATERIAL DESCRIMON N MC TYPE IN. FILL, mostly sandy lean clay, slightly organic, a FILL little gravel, pieces of brick, dark brown and gray 1 DS 21 2 FILL, mixture of sandy lean clay and clayey sand, a little gravel, brown and gray 10 M SS 12 13 3 4 CLAYEY SAND, a little gravel, grayish brown TILL OR mottled, a little light tan and brown, stiff to firm FILL 5 (CL) (possible fill) 12 M x SS 12 18 6- 7- 8- 18 M SS 14 18 9 CLAYEY SAND, a little gravel, brown and gray TILL mottled, a little dark brown, stiff (SC) 10 15 M SS 16 19 11 SANDY LEAN CLAY, a little gravel, grayish 12 brown, a little brown and dark brown, very stiff (CL) 18 M SS 18 20 13 14- 41516 15- 16 M x SS 18 19 16- 17- 18 CLAYEY SAND, a little gravel, brown, a little gray and dark brown, very stiff (SC) 19 20 26 M x SS 18 19 21 END OF BORING DEPTH: DRILIJNG METHOD WATER LEVEL MEASUREMENT'S NOTE: REFER TO 0-19'%' 3.25" IISA DATE TIME SDE PPTHD CASING DEPTH FLUID LEVEL THE ATTACHED SHEETS FOR AN 7/6/16 1:25 21.0 19.5 21.0 None EXPLANATION OF COMPLETED: 7/6/16 TERMBdOLOGY ON DR SHS LG CD gig: 70 THIS LOG v��GVlI Ul-UtIR-"ou AFRICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -5A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 953.2 GEOLOGY SAMPLE FIELD & LABORATORY TESTS WC DEN LL PL ,#201 FEET MATERIAL DESCRIPTION N MC IN FILL, mostly clayey sand, a little gravel, trace FILL roots, dark brown 1 DS 18 2 FILL, mixture of sandy lean clay and clayey sand, a little gravel, pieces of bituminous, dark 9 M SS 16 17 3 brown, gray and brown 4 FILL, mostly clayey sand, a little gravel, trace roots, brown, gray and dark brown 5 9 M SS 14 19 6 FILL, mostly sandy lean clay, a little gravel, gray 7 and brown, a little dark brown 8 7 M SS 16 19 9 FILL, mostly clayey sand, brown and gray 10 17 LEAN CLAY, trace roots, gray, a little brown, FINE 9 M SS 18 stiff (CL) ALLUVIUM i 30 II _ SILTY SAND, a little gravel, fine to medium: COARSE 12 grained, grayish brown, wet, loose (SM) ALLUVIUM 13 7 W SS IS 14- 15 7 W SS 18 16- 61718 17- 18 SANDY LEAN CLAY, a little gravel, brownish TILL gray, stiff (CL) 19 20 14 W SS 8 20 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO THE ATTACHED 0-19'/z' 3.25" HSA DATE TIME SAMPLED DEPTH CAVE-IN FLDUDLEVEL EVEL 7/1/16 11:40 13.5 12.0 12.0 11.0 SHEETS FOR AN 7/1/16 11:50 21.0 19.5 20.0 18.7 EXPLANATION OF BORING COMPETED: 7/1/16 7/1/16 12:00 21.0 19.5 19.7 18.4 TERMINOLOGY ON DR JM LG SHS Rig:70 THIS LOG 03/2011 01-DHR-W AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -6A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH I Surface Elevation 952.6 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL o-#2 FEET MATERIAL DESCRIPTION N MC TYPE IN. FILL, mostly lean clay with sand, slightly FILL organic, trace roots, dark brown 19 1 7 M SS 20 FILL, mostly sandy lean clay, a little gravel and sand, trace roots, dark gray and light gray 19 2 FILL, mostly sandy lean clay, a little gravel, slightly organic, trace roots, dark brown 7 M SS 16 19 3 4- 5 13 M x SS 10 21 6- FILL, mostly clayey sand, trace roots, dark 7 brown 8 18 M SS 12 15 9 SANDY LEAN CLAY, a little gravel, gray and TILL brown mottled, a little dark brown, stiff to very 10 stiff(CL) 9 M SS 10 21 CLAYEY SAND, a little gravel, gray, very stiff 1 t SC) LEAN CLAY WITH SAND, a little gravel, gray 12 (CL) SANDY LEAN CLAY, a little gravel, light 7 M SS 14 20 13 brown and light gray mottled (CL) 14 CLAYEY SAND, a little gravel (SC) 15 17 M SS 18 18 16 17 18 SANDY LEAN CLAY, a littlevel Sa, gray, very stiff (CL) 19 20 20 M SS 18 19 2t END OF BORING DEPTH:M3.725"HSA WATER LEVEL MEASUREMENTS NOTE: REFER TO DATE TIlNE SAMPLED CASING DEPTH7/1/16 DEPTH FLUID DRILLING WATER THE ATTACHED 9:03 21.0 19.5 20.7 None SHEETS FOR AN EXPLANATION OF COMPLETTERMINOLOGY ON DR: JM THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -7A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 952.7 GEOLOGY SAMPLE REC M D & LABORATORY TESTS WC DEN LL PL /,#201 FEET MATERIAL DESCRIPTION N MC TYPE IN. FILL, mostly clayey sand, a little gravel, trace FILL roots, dark brown 10 1 13 M SS 18 12 2 FILL, mixture of sandy lean clay and clayey sand, a little gravel, trace roots, brown, dark 13 M SS 12 16 3 brown and gray 4 FILL, mostly sandy lean clay, a little gravel and silty sand, slightly organic, dark brown, black 13 5 and gray 21 M X SS 18 19 6- FILL, mostly clayey sand, brown, a little gray 7 8 7 M SS 16 18 9 LEAN CLAY WITH SAND, brown, a little gray FINE and light gray, film (CL) ALLUVIUM to OR WEATTIEREE 8 M SS 18 21 11 TILL CLAYEY SAND, a little gravel, brown and gay TILL 12 mottled, fum (SC) 13 8 M SS 18 19 14 SANDY LEAN CLAY, a little gravel, a little gray and dark brown, stiff (CL) 15 9 M SS 16 24 16 17- 18- SANDY LEAN CLAY, a littlevel, gm gray, a little brown, very stiff (CL) 19- 20- 17 M SS 18 19 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0 19Ys' 3.25" ASA DATE Taff SAMPLED DEPTH CAVE -IN H FLDUID LEVEL LEVEL THE ATTACHED 7/1/16 9:55 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF BORING COMPLETED: 7/1/16 TERMINOLOGY ON DR JM LG: SAS Rig: 70 THIS LAG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -8A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen MN D Surface Elevation 952.9 GEOLOGY S FIELD & LABORATORY TESTS WC DEN LL Pl,/o-#201 FEET MATERIAL DESCRIPTION N MC SLE INC FILL, mostly clayey sand, a little gravel, trace FELL roots, gray and brown to dark brown 6 1 24 M SS 24 FILL, mostly clayey sand, a little gravel, pieces of bituminous, trace roots, brown, dark brown 12 2 and gay 11 M SS 12 12 3 4- 5— 8 M x SS 16 15 6- FILL, mostly sandy lean clay, a little gravel and clayey sand, trace roots, brown and dark gray 10 M SS 10 18 8 9 LEAN CLAY WITH SAND, gray, a little brown WEATHERE and dark brown, stiff (CL) TILL OR 10 FINE 9 M SS 18 22 ALLUVIUM 11 SANDY LEAN CLAY, a little gravel, brown, a TILL 12 little dark brown and gray mottled, stiff (CL) 13 it M SS 18 21 I4 SANDY LEAN CLAY, a little gravel, grayish brown, a little brown, stiff (CL) 15 15 W/M SS 16 21 16 17- 18 CLAYEY SAND, a little gravel, gray, stiff (SC) 19- 20- 13 M SS 18 17 21END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-19'' 3.25" HSA DATE TBNE SEPPTHIH DEPTH DEPTH FLUIDLEVEL WLEAVEEL T ATTACHED 7/1/16 10:42 16.0 14.5 16.0 None SHEEN FOR AN 7/1/16 10:48 21.0 19.5 20.7 None EXPLANATION OF COMPL--TED: 7/1/16 7/1/16 10:53 21.0 19.5 20.7 None TERMNo[.oGY ON DR: JM LG: SHS gig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -9A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Ij Surface Elevation 947.8 GEOLOGY STATE F�1D & LABORATORY TESTS WC DEN LL FL 4t2 FEET MATERIAL DESCRIPTION N MC IN FILL, mostly sandy lean clay, slightly organic, a FILL little gravel, trace roots, dark brown and black 20 1 7 M SS 14 FILL, mostly sandy lean clay, a little gravel, trace roots, brown, a little gray and dark brown 18 z 3 15 M SS 12 17 4 SANDY LEAN CLAY, a little gravel, a J may, WEATHERS stiff CL tittle brown and light (C) TILL 5gray, 10 M SS 16 22 6 SANDY LEAN CLAY, a little gravel, brown TILL 7 and gray mottled, firm to stiff (CL) 8 8 M SS 16 17 9- 10- 108 8 M SS 16 19 tt 12 13 10 M SS 14 21 14 SANDY LEAN CLAY, a little gravel, brown, stiff IS 10 M SS 18 19 16 17 18 CLAYEY SAND, a littlevel gra, gray, very stiff (SC) 19 20 16 M SS 18 16 21 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 3.25" HSA DATE T1ME SED PDEPT HCEEELEL DEPTH FLUIDLEVEL WATER T ATTACHED0-19'/z' 7/7/16 8:52 21.0 19.5 21.0 None SHEETS FOR AN EXPLANATION OF BORING COMPLETED: 7/7/16 TERMINOLOGY ON DR: $H$ LG: CD Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -10A (p. 1 of 2) Project: IDI Distributors Addition; Chanhassen, NIN DEPTH Surface Elevation 961.1 OOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL/,#201 FEET MATERIAL DESCRIPTION N MC TYPE IN.. FILL, mostly clayey sand, a little gravel, trace FILL roots, brown and gray 12 I 14 M SS 18 14 2 FILL, mostly clayey sand, a little gravel, trace roots, gray, a little light gray 18 M SS 18 12 3 a FILL, mostly clayey sand, a little gravel, gray, a little brown 5 13 M x SS 16 15 6— 7- 11 M SS 16 19 8— 9 to 7 M SS 12 19 11 12 IS 7 M SS 12 FILL, mostly sandy lean clay, a little gravel, 13 brown, a little gray 19 14 FILL, mostly organic clayey sand, a little gravel and sandy lean clay, trace roots, dark brownand 17 15 black 9 M SS 12 TILL 13 CLAYEY SAND, a little gravel, trace roots, 16 brown, a little gray and light gray, stiff (SC) SANDY LEAN CLAY, a little gravel, brown 17 and gray mottled, a little light gray, stiff to firm to very stiff (CL) 14 M SS 18 18 IS 19 20 8 M SS 18 20 21 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0 24'h 3.25^ HSA DATE TIME SD�EPTH CASING EP H DEPTH FLUID LEVGEL WLEAVEL THE ATTACHED 6/30/16 1:03 26.0 24.5 26.0 None SHEETS FOR AN EXPLANATION OF COMPLETED: 6/30/16 TERMINOLOGY ON DR: dM LG: SHS Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -10A (p. 2 of 2) Project: IDI Distributors Addition; Chanhassen, MN DEPTH IN GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS WC DEN LL PL/o-#201 FEET MATERIAL DESCRIPTION N MC TYPE IN, SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little light gray, stiff to firm (continued) 23 to very stiff (CL) (continued) 24- 25 16 M SS 18 18 26 END OF BORING 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -11A (p. 1 of 1) Project: IDI Distributors Addition; Chanhassen, MN DEPTH Surface Elevation 9585 GEOLOGY SAMP� REC FEW & LABORATORY TESTS WC DEN LL PL 442 FEET MATERIAL DESCRIPTION N MC TYPE IN. FELL, mostly sandy lean clay, slightly organic, a FILL little gravel and clayey sand, dark brown 1 6 M SS 10 21 2- 13 M SS 18 15 3- a FILL, mostly sandy lean clay, slightly organic, trace roots, black, a little gray 5 12 M SS 18 28 6- 7- 78 8 M SS 12 25 8- 9- 10- 9 M SS 10 21 tl 12- 13 20 M SS 18 17 14 LEAN CLAY WITH SAND, a little gravel, TILL grayish brown, a little brown, stiff (CL) 15 11 M SS 18 24 16 17 18 19 SANDY LEAN CLAY, a little gravel, brown and gray mottled, stiff (CL) 20 I1 M SS 18 23 21 END OF BORING DEPTH: DRUID NG METHOD WATER LEVEL MEASURENIENTS NOTE: REFER TO DATE TIME STH HCEDEELE VEL THE ATTACHED0-19/' 3.25" ASA DEPTH DEPTH FLUID LEVEL 11:36 21.0 19.5 21.6 None SHEETS FOR AN EXPLANATION OF COMPLETED: 6/30/16 TERMINOLOGY ON DR: JM LG: SHS Rig:i THLS LOG 63/2011 01-DHR-060 11 11 11 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG NET No: 20-14527 Log of Boring No. B -12A (p. I of 2) Project: IDI Distributors Addition; Chanhassen, MN DIN Surface Elevation 9�•6 GEOLOGY S FIELD & IABORATORY TESTS WC DEN LL PL o-#2 FEET MATERIAL. DESCRIPTION N MC TYPE ISN. FILL, mostly sandy lean clay, slightly organic, a FILL little gravel and clayey sand, trace roots, dark I brown, black, a little gray 8 M SS 12 17 2- 3- 8 M SS 10 20 4- 5- 7 M SS 14 21 6- 7- 9 M SS 12 19 8- 9- 9 M SS 16 17 10- 11 8 M SS 16 27 12- 13 18 M SS 18 28 14 SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little light gray, stiff to very 15 stiff(CL) 12 M SS 16 21 16- 17- 16 M SS 24 18 18 SANDY LEAN CLAY, a little gravel, brown and gray mottled, stiff (CL) 19 11 M SS 24 21 20 SANDY LEAN CLAY, a little gravel, brown and gray mottled, stiff (CL) 21 9 M SS 24 20 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO 0-34'/:' 3.25" HSA DATE TIME 3 PTH DEPTH CAVE-IN FLUID LEVEL LEVEL T� ATTACHED 6/30/16 10:30 36.0 34.0 36.0 None SUETS FOR AN EXPLANATION OF GCOMPLETED: 6/30/16 TERMINOLOGY ON DR dM L.Cr. SHS Rig: 70 THIS LOG 03/2011 01-DHR-060 AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG AET No: 20-14527 Log of Boring No. B -12A (p. 2 of 2) Project: IDI Distributors Addition; Chanhassen, MN DEPTH GEOLOGY N MC SAMPLE REC £IEIA & LABORATORY TESTS FEET MATERIAL DESCRIPTION TYPE IN. WC I DEN LL I PL/,#201 SANDY LEAN CLAY, a little gravel, brown TILL and gray mottled, a little dark brown, stiff (CL) (continued) 23 11 M SS 24 20 24- 25— 11 M SS 24 20 26 SANDY LEAN CLAY, a little gravel, grayish brown, a little brown, stiff, laminations of sandy 27 silt (CL) 10 M SS 24 20 28- 29— 13 M SS 24 19 30 SANDY LEAN CLAY, a little gravel, gray, stiff to very stiff (CL) 31 15 M SS 24 16 32 33 22 M SS 24 17 34 35 17 M SS 24 17 36 END OF BORING 03/2011 01-DHR-ooO 11 1 1 Report of Geotechnical Exploration and Review ' I.D.I. Distributors Addition; Chanhassen, Minnesota August 25, 2016 Report No. 20-14527 AMERICAN ENGINEERING TESTING, INC. Appendix B Geotechnical Report Limitations and Guidelines for Use Appendix B ' Geotechnical Report Limitations and Guidelines for Use Report No. 20-14527 B.1 REFERENCE This appendix provides information to help you manage your risks relating to subsurface problems which are caused by construction delays, cost overruns, claims, and disputes. This information was developed and provided by ASFE', of which, we are a member firm. B.2 RISK MANAGEMENT INFORMATION B.2.1 Geotechnical Services are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one, not even you, should apply the report for any purpose or project except the one originally contemplated. B.2.2 Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. B.23 A Geotechnical Engineering Report is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific factors when establishing the scope of a study. Typically factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes, even minor ones, and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. B.2.4 Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. 1 ASFE, 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733: www.asfe.ore Appendix B - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC ' Appendix B Geotechnical Report Limitations and Guidelines for Use Report No. 20.14527 B.2.5 Most Geotechnical Findings Are Professional Opinions Site exploration identified subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. B.2.6 A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. B.2.7 A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. ' B.2.8 Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in ' architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognizes that separating logs from the report can elevate risk. ' B.2.9 Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In the letter, advise contractors that the ' report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have ' sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. B.2.10 Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their report. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. B.2.11 Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvironmeoral study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental ' findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else. Appendix B - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC ,Sambatek LI 12800 Whitewater Drive, Suite 300, Minnetonka, MN 55343 Transmittal PROJECT: IDI Distribution Building DATE: 6/30/2017 Expansion 20592 SUBJECT: IDI City Comment Submittal TRANSMITTAL ID: 00008 Response to City 6/23/2017 comments. PURPOSE: For your approval VIA: Info Exchange FROM NAME _ COMPANY EMAIL PHONE Eric Luth bgenerous@ci.chanhassen.m 12800 Whitewater Drive, n.us Suite 300 Sambatek, Inc. ELuth@sambatek.com 763.259.6013 Minnetonka MN 55343 us United States TO NAME COMPANY EMAIL PHONE bgenerous@ci.chanhass bgenerous@ci.chanhassen.m en.mn.us n.us sbsmith@ci.chanhassen.mn. sbsmith@ci.chanhassen. mn.us us REMARKS: Stephanie, Please use the attached links to download the plans and documents in response to your 6/23 comments. Please let us know if you have any questions. Thank you Eric Luth, PE Project Manager 763.259.6013 ELuth@sambatek.com Sambatek 50TH ANNIVERSARY Engineering I Surveying IPlanning I Environmental MFRA is now Sambatek! 000 Transmittal DATE: 6/30/2017 TRANSMITTAL ID: 00006 DESCRIPTION OF CONTENTS QTY DATED TITLE NOTES 1 6/27/2017 20592 -IDI Distribution Building Expansion.pdf 1 6/27/2017 2017-06-27_IDI Distribution Building Expansion revised tans. df 1 6/14/2017 2017-06-27_IDI HydroCAD.hcp 1 6/20/2017 2017-06-27_IDI MIDS bioretention update.xls 1 6/30/2017 2017-06-27_IDI Response to Watershed Comments 06- 19-2017. f 1 6/30/2017 2017-06-27_IDI Stormwater Management Report full. f 1 6/30/2017 20592 -Existing Pond Survey Exhibit.pdf 1 6/27/2017 2017-06-27_IDI Distribution Building Expansion revised tans. df 1 6/30/2017 2017-06-27_IDI Response to City Comments 06-23- 2017. f COPIES: Eric Luth Mark Undestad Michele Caron Jessica Tello (Sambatek, Inc.) (EdenTrace Corp) (Sambatek, Inc.) (Sambatek, Inc.) Page 2 of 2 �! Sambatek June 27th. 2017 Stephanie Smith Project Engineer City Of Chanhassen 7700 Market Blvd. P.O. Box 147 Chanhassen, MN 55317 RE: IDI Building Expansion Response to Comments dated 6-23-2017 Dear Stephanie, Engineering I I Planning I Environmental We have reviewed the City Comments dated June 6`h, 2017 for the IDI Building Expansion Project, and have made revisions to the plans accordingly. A summary of the revisions follows: 1. Parking turnaround requirement has been met. Response: Acknowledged 2. 1 cannot determine the extent of the proposed D&U easement in relation to the StormTech location. Please draft the easement location on the utility plan sheet C6.01. Response: The proposed D&U easement has been labeled on sheet C6.01 near the StormTech location. 3. Thank you for submitting to the RPBWSD. Your permit must be obtained prior to construction. Response: Acknowledged 4. The City is currently in talks with the RPBCWSD to avoid collection overlapping security. However, since we have not entered into an agreement with them, our attorney is advising us to take our own security. Please submit an Engineer's Estimate for the grading and erosion control associated with this plan revision. Response: Mark Understed will be discussing this item with the city. 5. Thank you for the maintenance declaration. Response: Acknowledged 6. The City requires an update to the physical SWPPP binder, not just the plan sheets. Response: An updated SWPPP binder is in process and will be issued at permit approval. IDI Distribution Building Expansion June 27, 2017 Page 2 7. Please note the depth of stone (layer A) for the StormTech on the plan set. Response: The depth of the stone layer has been added to the "Draintile Section Detail' on sheet C9.03 in the plan set. Please let us know if you have any additional questions or comments at 763-476-6010. Sincerely, Sambatek, Inc. Eric Luth, PE