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Home My WebLink AboutLUP-2023-034ST C R OIX Community Development C/G sMTY 1101 Carmichael Road I Hudson WI 54016 6'Gb'C0�9b'L/Z Telephone: 715-386-46801 Email: CDD@SCCWI.gov www.sccwi.gov September 18, 2023 CI Randazzo Jacc Capital, Inc. 5302 Novak Avenue North Stillwater, MN 55082 RE: LAND USE PERMIT —APPROVAL PERMIT NUMBER: LUP-2023-034 PROJECT ADDRESS: 273 Andersen Scout Camp Road, Houlton, WI 54082 PROJECT LOCATION: Section 13, T30N R20W, Town of Somerset PARCEL/ALT ID: 030-2070-30-130 / 13.30.20.770A-45 Mr. Randazzo, Community Development Staff has finished the review of the submitted Land Use Permit Application #LUP-2023- 034 for the construction of contractor storage facility, as required by Section 15.400.3. This application has been conditionally approved based on the resubmitted site plan set, dated September13, 2023 and the following findings of fact for the site and the project: • The project is located in the town of Somerset and is zoned CA General Commercial. • Jacc Capital, Inc, will serve as the general contractor and manager for this project. • The extent of the project consists of construction of a new multi -tenant commercial building with individual bathrooms, new private on -site wastewater treatment system, driveway, paved parking/access lot, stormwater retention pond, and landscaping. • A permit to install a private on -site wastewater system has been approved via permit number SAN-2023- 186 and State Permit Number 651269 on August 28, 2023. • The Wisconsin Department of Natural Department (DNR) has issued a Certificate of Permit Coverege under WPDES Construction Site Storm Water Runnoff Permit under permit number WI-S067831-06. A copy of that permit is on file with this office. • This application does not cover any approval for any signage on the site. • The submitted planset meets the prescriptive requirements listed in Chapter 15 General Zoning of the St, Croix County Code of Ordinances, including stormwater management and erosion and sediment control plans meeting Wis. Admin Code NR 151, subchapter III and DNR technical standards respectively. Based on these findings, conditional approval of this Land Use Permit shall be granted with the following: 1) An on -site pre -construction inspection shall be completed by Department Staff after all erosion control measures and best management practices are in place and prior to any site preparation activites beyond those needed to create access to the site. Jared Werner I Land Use Planner Ijamd.wehner@sccwi.gov I Dir. (715) 386-4742 2) All lighting fixtures shall be night sky friendly and pointed downward and inward to the property, as to not create a light nuisance on neighboring properties or right-of-ways. 3) The installation of retaining walls shall be in accordance with manaufacture's requirements and standards. Retaining wall specifications shall be submitted to the department upon selection of the necessary products 4) Soil test report for the stormwater retention area shall be submitted prior to the construction of said stormwater control device. 5) Additional landscaping shall be provided within 15 feet of the edge of the right-of-way east of the driveway to the northeast corner of the property and to the west of the parking lot/access area for 100 feet west, as not to disturb the natural area near the pond. The landscaping schedule shall be updated to indicate one evergreen tree per 100 feet of street frontage, per Section 15.420.11.a Street Setback Londsocping. 6) THE SOIL TESTED AREA FOR THE PRIVATE ON -SITE WASTEWATER TREATMENT SYSTEM SHALL NOT BE DISTURBED UNTIL INSTALLATION OF THE POWTS IS COMPLETED AND INSPECTED. 7) Final grading of the site shall not result in more than 42" of cover over the soil dispersal area of the private on -site wastenvater treatment system. 8) An on -site final inspection shall be scheduled prior to the expiration of this permit, once all of the exterior features shown on the submitted planset are completed. 9) The applicant shall secure all necessary local, state or federal approvals for this project. 10) Any future use that may occur within this approved structure shall be subject to standards listed in any future zoning district for which this property may be zoned, regardless of the list of approved uses for the current C-3 General Commercial zoning district. 11) The permit does not allow for any additional construction, structures, or buildings beyond the limits of this application. Failure to comply with the standards listed herein shall result in the revocation of this land use permit and may result in citiations and issuances of fines pursuant to Section 15.555 Land Use Permits. This permit does not grant any modifications to property not included in the initial scope as submitted in the application. This permit is valid for one year, with the possibility of up to two (2) six-month extensions 6 the applicant submits the appropriate permit extension fee and documentation to the Zoning Administrator. A copy of the Land Use Permit placard should be submitted to the towns local Building Inspector upon applying for town building permit(s). The orange placard shall be ported on thejobsite and visible from public view. If you have any further questions or would like further clafication on this matter, please feel free to contact me during regular business hours of 8:00 AM to 4:30 PM, Monday through Friday, by phone at (715)386-4742 or by email at fared wehnergsccw' gov. Have a great day. Respectfully, \\\\\ Jared Werner Land Use Planner, Community Development Department St Croix County, Wisconsin CC: File Jared Werner I Land Use Planner Ijared.wehner@sccwi.gov I Dir. (715) 386-4742 It Is Unlawful To Commence Work Before This Permit Is Placed In A Conspicuous Place On The Premises This Certifies That A LAND USE PERMIT in accordance with St. Croix County Land Use Ordinance Chapter 16. SS'S Has Been Issued To .)ACC. CAPSrAL _ =Nc. In compliance with requirements of the St. Croix Ordinance for a - Com"alt CrAL A#yL=TkAt&&lr 'RoArr fteir, located at of $0l;vr ? RV Sec. VVXffl_5"fC j N.;R W ; or Lot C Block ; Subdivision Town of .�OMIR SET Dated_.SE►tEMdEE _hZOe Application No. L!I%'-2bZ9S-03Y ST. CRO.I:X AUNTY (Vat rid one year from date of issuance) PROJECT: JACC CAPITAL GARAGES 273 ANDERSEN SCOUT CAMP TRAIL SOMERSET, WI 54025 VICINITY MAP Washh ngton 1 12 Project Site 273 Andersen Scout Camp Trail 35 Somerset, WI 54025 AI' RU h F rr• TO W/1O Someisef r ANDERSEN SCOU I CAMP TRL 13 r 18 14 l� v N F m 35 N 0 500 1We 1500It DISCLAIMER. TTry area rv1 Relenless to m caned. cerrela. ur mmlMMe am cmrcurme. ,cluspn+ tlrewn are the reeponaalihly of the uSan P:\Projects\Projec5 - 2023C2236114 - Somerset Storage Garage\C. Design\Dawing Files\12236114 T-Title SheetEwg INDEX OF DRAWINGS T Title Sheet C000 Site Exhibit C100 Site Plan C200 Grading and Erosion Control Plan C250 Landscape Plan C300 Utility Plan C400 Details C401 Details X1 Building Elevations and Rendering Exhibit PROJECT CONTACTS Civil Engineer: Matthew J. Woodruff, P.E. Larson Engineering, Inc. 3524 Labore Road White Bear Lake, MN 55110 651.481.9120 Surveyor (Platting): Dan Thurmes PLS Cornerstone Land Surveying, Inc. 1970 Northwestern Ave #200 Stillwater, MN 55082 651.275.8969 Septic Desianer/Installer: Bell Excavating, Inc. 616 5th Street North PO Box 775 Stillwater, MN 55082 Developer: CJ Randazzo Jacc Capitol 5302 Novack Ave Stillwater, MN 55082 651.472.3892 Well Drilling: Butterfield Drilling and Irrigation, Inc. 395 Reed St. Somerset, WI 54025 CALL BEFORE YOU OIGI DIGGfRSONFINf Diggers Hotline, Inc. 811 or 800242-2511 U o� V m Z £ _ O °x - N N J Ov t L C n°o�N -- --moo N wM3:� all o J QN � L r W SO Ln a¢Z Y � U oQ M J_ H J a E N W c; jLO Q E U� DON UQ �E U(�QUn M N a A CIOINt„ ' M MAITHEW J r^r u WOODRUFF c 43396-6 w c = HUDSOM 'O S. Ii l�ltii,; Rev. Dale OeecnpUon 0913.2023 county commenla Project p: 12236114 000 Drawn By: TJR Checked By EGM Issue Dale: 09.06,23 Sheet Title: TITLE SHEET Sheet: T 8 V O N N� � O t a m 0 a O L 0 s m R' t0 O c a L con J 2 LAay w J w` 3: link o J a00 w m > m z a Y� U O w z N 0 M J a J a a LA a V °� 1 i d UQ (DE U (� C U) aM N r a \SGON3i��iyi Y[� A HEW J li i Zc W DR11FF _ 4MM 8 O HUDSOH Rev. Date Desmptwn 09.13.2023 County Commenb Project#: 12236114 000 Drawn By: TJR Checked By: EGM Issue Date: 09.06.23 Sheet Title: SITE EXHIBIT Sheel CON KEY NOTES ONEW VALLEY GUTTER, SEE DETAIL 2/C400 (D NEW RETAINING WALL, SEE DETAIL 3IG400 ONEW CHAIN LINK FENCE. COORDINATE LOCATION AND MATERIAL WITH FENCE INSTALLER. O4 NEW SLIDING GATE. COORDINATE WITH FENCE INSTALLER. O NEW MONUMENT SIGN ANDERSEN SCOUT CAMP ROAD -------- - _ —'——.—.—.—.—._----------- __�I__- it I, 500BU4D.ING_SET11ACK I.. EDGE OF� WETLAND, I APPROX. 76' RTrolectssTrojectts - 2023\12236114 - Somerset Storage Garage%C. DesignTmWng FilesU2236114 C100 - Paving Plan.Ewg SYMBOL LEGEND NEW BITUMINOUS PAVEMENT SEE DETAIL BITUMINOUS LLl L11J NEMOVECESSARY, AND DISPOSE THEINFTREES.AS NECESSARY, FOR THE INSTALLATION OF SITE IMPROVEMENTS GENERAL PROPERTY LINE EASEMENT LINE RIGHT-OF-WAY LINE — - - SETBACK LINE 0 NORTH 0 15 30 50 � o O N =c9200 O-L ow.' j a - G1�my_ w JWM32 9 o J W Lu t( L Z UZQ C.)Df M J a J ~ LQ v' 1 N r a w UQ "E U (D a 1n QM N F G Q a Nsi��yi �,py\SCO A HEalJ li i Zv w000aus - 4MM-6 w - o HUDSON W= "III 1111110%```` Rev. Data Desorption 09.13.2023 County Commenis Project#: 12236114.000 Drawn By: TJR Checked By: EGM Issue Date: 09.06.23 Sheet Titia: SITE PLAN Sheet C100 EROSION CONTROL NOTES SYMBOL LEGEND ,. Owner and Contractor shall obtain WPDES permit from WI DNR. Contractor shall be responsible for all fees 10, All ripap shall be installed with a filter material or soil assembled refund. 20. Collected sediment, asphalt and concrete millings, floating debds, paper, plastic, fabric, construction and pertaining W this permit. The permit certificate shall be visibly posted onsfte. demolition debris and other wastes must be disposed of properly and must comply with WI DNR disposal EXISTING CONTOURS 11. All storm sewers discharging Into wetlands or water bodies shall outlet at or below the normal water level of the r9 9949 requirements. PROPOSED CONTOURS -MAJOR INTERVAL controlmeasures(inlet ,siftfence, and rock construction entrances)prior to 2. Installing at an where is Percent or flatter. The respnormal ttlandlevel 949 PROPOSED CONTOURS -MINOR INTERVAL beginning any excavation or demoltlion work at the site. an excavry ation work atme site. be thebody shall invert of the weamslor normal water level shall be the invert elevation of the outlet of the wetlantl or water hotly. 21. Oil, gasoline, paint and any hazardous substances must properly stored, including secondary containment GRADE BREAK LINE a to storage areas must be to prevent spills, leaks or other e. access to prevent P P r9 9 P P 3. Erosion control measures shown the erosion control Ian are the absolute minimum. The contractor shall P ,2. All storm sewer catch basins not for site a construction shall Deg to prevent runoff 9 9 P al at h vandalism. Storage and disposal of hazardous waste must be in compliance with WI DNR r ulations. hazardous wart b R rag l 9 Po P eg � GRADE SLOPE earthim install sediment or basins, siltation fencing, the parallel se m. sins n construction from entering the storm sewer system. Catch basins necessary for site drainage during wnstrodion shall be necessary SILT FENCE erosional deemed pas red rde contours ed n to the to the contours as tleemetl necessary to (unbar control erosion. All changes shall be recorded in the SWPPP. ry 9 provided with inlet rotection. p p 22. External washing of trucks and other construction vehicles must Da limited to a defined area of the site. Runoff 9 must be contained and waste Pro disposed of. No engine degreasing is allowed onsite. 0°00®°00°0o RIP-RAP/ROCKCONST. ENTRANCE 4. All construction site entrances shall tl with rock across the entire width of the entrance and 13. In areas where concentrated haws occur (such as swell and areas in front storm catch basins and intakes) consumption zone.crushed from the entrance to a point 50' into the constmction zone. entrance the ct t the erosion control facilities shall be backed by stabilization structure to protect those facilities from the 23. All liquid and solid wastes generated by concrete washout operations must be contained in a leak -proof concentrated flows. containment facility or impermeable liner. A compacted clay liner that does not allow washout liquids to enter 1 1 INLET PROTECTION 5. The tee of the silt fence shall be trenched in a minimum of 6". The trench backfill shall be compacted with a ground water is considered an impermeable liner. The liquid and solid wastes must not contact the ground, and vital plate compactor. 14, Inspect the construction site once every seven days during active construction and within 24 hours after a there must not be runoff from the warfare washout operations or areas. Liquid and solid wastes must be IT--o JT rainfall event greater than 0.5 inches in 24 hours. The construction site shall also be inspected after heavy disposed of properly and in compliance with WI DNR regulations. A sign must be installed adjacent to each 6. All grading operations shall be conducted in a manner to minimize the potential for site erosion. Sediment snow and melt events. All inspections shall be recorded. washout facility to inform concrete equipment operators to utilize the proper facilities. EXISTING AREAS WITH SLOPES control practices must be established on all down gradient perimeters before any up gradient land disturbing EXCEEDING 25%OVER A DISTANCE OF 50' activities begin. 15. All BI must be repaired, replaced, or supplemented when they become nonfunctional or the sediment 24. Upon completion of the prated and stabilization of all graded areas, all temporary erosion control facilities (sift reaches 112 of the capacity. These repairs must be made within 24 hours of discovery, or as soon as field fences, hay bales, etc.) shall be removed from the site. APPROXIMATE SOIL DISTURBANCE LIMITS 7. All exposed soil areas must be stabilized as soon as possible to limit soil erosion but in no case later Nan 14 conditions allow access. All repairs shall be recorded. days after the construction activity In that potion of the she has temporarily or permanently ceased. Temporary 25. All permanent stormwater basins must be metered to their design condition immediately following stabilization stockpiles without significant silt, day or organic components (e.g., clean aggregate stockpiles, demolition 16. If sediment escapes the construction site, off -site accumulations of sediment must be removed in a manner and of the sil concrete stockpiles, sand stockpiles) and the constructed base components of roads, Parking lots and similar at a frequency sufficient to minimize off -site impacts. surfaces are exempt from this requirement. 26. Contractor shall submit Notice of Termination for WI DNR permit within 45 days after Final Stabilization. SPOT ABBREVIATIONS: 17, All soils lacked onto pavement shall be removed daily. 950.00 TC TC - TOP OF CURB 8. The normal wetted perimeter of an temporary or permanent drainage ditch or Swale that drains water from an P Y P ry P 9 Y 27. Immediate) stabilize all disturbed areas that will remain inactive for l4 days or longer. Between September l5 Y Ys 9 P 949.50 GL GL- GUTTER LINE partial of the construction site or diverts water around the site must be stabilized within 20011neal feet from 18. All infiltration areas must be inspected b ensure That no sediment from ongoing construction activity is reachingand p g g y October 15: stabilze with mulch tackfier, and a Perennial seed mixed with winter wheat annual oats or OUT the property a or from the discharge into an surface water. Stabilization of the last 200 lineal feet P party 9 W f9 Y the infiltration area and these areas are protected from compaction due to construction equipment dnvin P P9 annual a as appropriate fora ion and soil October 15 through cold weather: stabilize with a polymer rye, 9 type. 9 P Y m t r must be completed within 24 hours after connecting to a surface water. Stabilization ofa the remaining portions pl across the infiftration area. and dormant seetl mix, as appropriate for region and soil type. B- $GUTTER B-BITUMINOUS of any temporary ditches or swales must complete within 14tl days after connecting to a surface C - CONCRETE water and construction in that portion of the ditch has temporarily or permanently ceased. ct on in that m 19. Temporary soil stockpiles must have silt fence or other effective sediment controls, and cannot be in EO - EMERGENCY OVERFLOW surface waters, including slornwaler conveyances such as curb and gutter systems, or conduits andnd ditches hes TW - TOP OF WALL 9. Pipe pullets mud be provided with energy dissipation within 24 hours of connection to surface water. unless there Is a bypass in place for the stormwater. BW - BOTTOM OF WALL (F/G) (") - EXISTING TO BE VERIFIED GRADING NOTES _ - - - _ _ - - _ - _ - _ _ - _ - - _ \ Tree protection h consisting of snow fence or safety fence installed at the ------- - --- �- \--_- 1 work at she. In place prior to beginning any grading or demolition // ------------- ------------------_--_-�-\-----_- - work at the site. i ry --- -- -- ----_ ANDERSP�N -----------' -- `---------------- �� S------------------ 2. All elevations with an asterisk(') shall be field verified. If elevations \ _OUT\CA ,ROAD , 5- -- ROCK CONSTRUCTION_-- vary significantly, MP D z g1 rynotify the Engineer for further instructions. 9 _ _ f _ _ 916 ENTRANCE 975.93 B,- _ _ _ - - - 3. Grades shown in paved areas represent finish elevation. -_-__ - �� _ -------_ _ --� -� - _ -_ ---- 4 All disturbed areas to receive g quality topsoil and seed • "of pod weir b so' 1-976 __-----_--__ -- - = --_ -- 9. _ S. All construction shall be performed in accordance with slate and local --- - - - --_-_ standardp iicahons for consWcbon. _ _-_ _ _ _ __ -___ - __ _ - -- -- - - - --- - _ _ ' 970 � aT a e f �74 _-_.975-____ COORDINATE GRADING IN ________________________ '.� _ COORDINATE GRADING IN __-_----______ ______ - _-_-________________ _-___--_-_--__ _--_ _ mv�Q o-°_- ` _ _-_ROW WITH TOWN ____ - ' / 1�� \ _--- - _ --- ROW WITH TOWN- ------__SILT FENCE -- __ _ -- ':`o °oao = --- _ _-_ ------------------ _/ - \\\\\\\ (lfl\ \_i \ \ r-�- r B_-- �tr° --- _ - ---- __-_� �_---------------------- i - _---__---'-_----r.. _-SILT FENCE- ___ _975 VAA��V(// A\\\\\\1 I I I ---=c-=_-983- \\ \ \l _% l --982 976.93B - __ IIII A\VA A 1�_ _ _ 98t' 977.10 B/ --------------980--_ zxr LET PROTECTION, TYP- CB<2 _i / C---_-- V A . RIM: 9.]977 93%.93 985 {4 iNV:972509� 1LFV2" INV:971.33 �i 117 LF 75"HDPE @ 1.0%/ / RIAm9� / / / 1 A A V A \ V ].2 B`V ge. DPE@10% INV:�m OvA �A`vwvAAVA / ' SUP 77. RIM SILT 978.50 SIC �978.SOB -��- �- vPROF3QSED BUIL ING // �y \ wETguro�� 111 1 I�I \ \.\ 978.256 I\ 1 T \h -\ F __+I--- I �,+-- 7.ze - / / // s]o______ ----APfR036�- SILT FENCE I F-_ ( / h� i \ v v v=97.50(ARCH1'00'--- -- ---�-- - / - ) � \ I I 1 \ 978.50 B/C m - 1 OI / / +--�\ 1 a 11 ud 1 1987 \ V A V A 1 I I I I INLET PROTECTION, I yi- t� 1V A 1 BASIN ACCESS 1 RIP ItAP - - � � � V A \_ S�H4(1f.8L%yew VA` 15"HDPEQIO%.� .. +..1 978.238 /� \ \ \\\ \ r \\ `15.5'WIDTH I \ 978. 3g I I 1 977.93 RIM' \ \ BERM:9W /5 �_ 967 - .t- A PE 1.0% V A A _ 1 CB-C A V A 77 9 Tl. RIM / A A A `� ' \� _ �96] 'E SILT F NCE V AA I \ \ \ \ ------ RIM: 97Q.93\ 1 / 978.23 B I CB-6 \ \ \ \ \ \ 1 \ _ - 966 INV( 97$77 1 1 I I �]. RIM -- � _ \ ] ` \ �€965 folk I V A / .984r=r--bmr ` V A 976 977 / I �_ 979 /IN\9➢9.50 BW �� / - /� _ ] 9 9-3� ' �0� A V A \ \V A 97i T F ��980 981 880, / \ SILT FENCE 980 959yNV-g 7-'•r- i \ \\ \\ \ \ .-hES� 1s)` L__V:99 0 J I I(T( _7� / - I I I \SILT FENCEI I I I I I I (i'\ .l--__ _ _-�.988.00TW. \ \ 11 l \ 980.50 TW ( I I I 11111 III\\ / .q6/ \ RIP RA.P 1 I 9]9.60 BW �989.00TW 1 V A 97950BW SILT FEtJG1El \ /\-_---- \ \\ \ 979.50 BW \ s]s.5o ew /// 1 A V `V A(// I // / I v �� `��__/�NORRH �\ _ /�--__ /(/ V A A V I I I / I /� �/ // V 1V / 0 19 \I1301 so _. P�i P:\Projects\Projects-2023\12236114 - Somerset Stooge Garage\C. Design\Drawing Filas\122N114 C200- Gmding Plani a Q O N v 00" 23� wq�db - y L V/ amma mm no _ mm N m y w J W M do 3 a, to J N S i U) Q Z Y � < U Ow Z CNI Q U LO M J a l V J U) E N �LUUI (.3 � a 0E Q fin QM r N 15 m 6 CID IV LI IMTTXEWJ LI O WOOOPUFF W C 4338a8 - XVOSON W ''zjryr y4uuR1PN Rev, Date Description 09.13.2023 CountyComments Project k: 12236114.000 Drawn By: TJR Checked By: EGM Issue Date: 09.06.23 Sheet Title: GRADING AND EROSION CONTROL PLAN Sheet: C200 PLANTING SCHEDULE QTY COMMON NAME SIZE CONTAINER 8 Eastern White Pine 61tall B 8 B 8 Black Hills Spruce 61tall B 8 B ;off 5 Quaking Aspen 2" Cal B 8 B Redmond Linden 2" Cal B 8 B LEGEND EROSION CONTROL BLANKET (WISDOT URBAN TYPE STORMWATER NATIVE SEED SEEM COMMERCIAL TURF GRASS SEED MIX SEEM[ NATIVE ROADSIDE SEED MIX LANDSCAPING NOTES I. Landscape Contractor is responsible for coordination with other contractors to protect the new improvements during landscape work activities. Report any damage immediately, 2. Plant size and species substitutions must be approved by the Engineer and Owner in writing prior to installation. 3. Landscape Contractor is responsible for ongoing maintenance of all newly installed material until time of owner acceptance. Any ads of vandalism or damage which may occur prior to owner acceptance shall be the responsibility of the contractor. Contractor shall provide the owner with a maintenance program including, but not limited to, pruning, fertilization and disease/pest control. 4. Landscape Contractor shall provide the owner with a watering schedule appropriate to the project site conditions and W plant material growth requirements. S. Landscape Contractor shall guarantee newly planted material through two (2) calendar years from the date of written owner acceptance. Plants that exhibit more than 10 b die -back damage shall be replaced at no additional cost to the owner. The contractor shall also provide adequate tree wrap and deer/rodent protection measures for the plantings during the warranty period. 6. All trees shall have shredded hardwood mulch placed around the tree at 4' diameter and 6" deep. 7. Restore all disturbed turf areas with 4' of good quality topsoil and seed. 8. Topsoil shall not be placed in infiltration basin. ANDERSEN SCOUT CAMP ROAD _ ---- -- —•—._ SEED2 SEED2 SEED2 SEED1 0 SEED2 SEED2 SEED2 , 0 SEED2 0 NORTH 7i'll.iiii7iiiiiiiiiiiii'� 0 15 30 60 Cl o O N =c92 0 a OIL of Os.'�.. pt L =nmd?Ln a - 1 s E2 w NUa e J LU O J W LU LO a. Q Z Y � UZQ UM J a J Q ~ CL E N aW�� UQ "E U (� a fin QM 15 F 0 Q a �,pv\SCONsivvyi MPTi11i li i a WOODRUFF ar ZE 4MM-6 w EE o HUDSON w EE Rev. Data Desviption 09.13.2023 County Comments Project #: 12236114.000 Drawn By: TJR Checked By: EGM Issue Date: 09.W.23 Shetntie: LANDSCAPE PLAN Sheet C250 R1ProlectsTrojects-2023M238114- Somerset Storage Canal DesigMDr ing Files\12236114 C250- Landscape Plaadwg UTILITY NOTES SYMBOL LEGEND 1. It is the responsibility of the contractor to perform or coordinate all necessary utility connections and O STORM MANHOLE CTV CABLE UNDERGROUND LINE relocations from existing utility locations to the proposed building, as well as W all onsite amenities. OE ELECTRIC OVERHEAD LINE These connections Include but are not limited to water, sanitary sewer, cable TV, telephone, gas, O CATCH BASIN electric, site lighting, etc. UE ELECTRIC UNDERGROUND LINE ❑i CURB INLET FO FIBER OPTIC UNDERGROUND LINE 2. All service connections shall be performed in accordance with state and local standard ® FLARED END - GAS - GAS - NATURAL GAS UNDERGROUND LINE specifications for construction. Utility connections (sanitary sewer, watermain, and storm sewer) SANITARY SEWER PIPE may require a permit from the City. O SANITARVMANHOLE » STORM SEWER PIPE 3. The contractor shall verify the elevations at proposed connections to existing utilities prior to any HYDRANT T T TELEPHONE UNDERGROUND LINE demolition or excavation. -I- WATERMAIN PIPE N GATE VALVE &BOX -» DT- DRAINTILE PIPE 4. The contractorshall notify all appropriate engineering departments and utility companies 72 hours prior to construction. All necessary precautions shall be made to avoid damage to existing utilities. ® WATER SHUTOFF 5. Stomr sewer requires testing in accordance with Wisconsin Plumbing Code requirements where LIGHT POLE located within 10 feet of waterlines or the building. 6. HDPE storm sewer piping shall meet ASTM F2306 and fittings shall meet ASTM D3212 joint pressure lest. Installation shall meet ASTM C2321. T Maintain a minimum of 7 %' of cover over all water lines and sanitary sewer lines. Where 7 %' of cover is not provided, install 2" rigid polystyrene insulation with a thermal resistance of at least 5 and a compressive strength of at least 25 psi. Insulation shall be 8' wide, centered over pipe with 6" sand cushion between pipe and insulation. Where depth is less than 5', use 4" of insulation. 8. Install water lines 12" above sewers. Where the sewer is less than 12" below the water line (or above), install sewer piping of materials approved for Inside building use for 10 feet on each side of the crossing. 9. All watermain piping shall be C900 PVC. 10. See Project Specifications for bedding requirements. 11. Pressure lest and disinfect all new watermain in accordance with state and local requirements. 12, Sanitary sewer piping shall be PVC SCH 40. ANDERSEN SCOUT CAMP ROAD _ RIM: 977.93 INV: 973.67 CONNECTION WITH WRIM: 977.93 : 117 LF 12" HOPE @ 1.0% INV972.50 I I I I I I I __4----i--- �COORD. W/MECH. INV: 972.25 4" PVC SCH 40 @ 1,04% (MIN) 117 LF RIM: 977.93WRIM: 977.93 INV: 974.93.93 INV: 973.7777 RIM: 977.93 INV: 971.33 117 LF 15" 15" i I I I I I I I I PROPOSED BUILDING FFE=978.50(ARCH1;00') I_-_~-- ---i ----- -_ I i I I I I I DE@1.0%. -.. -.. -.. -.. -.. -.. _.. 4 CB-6 RIM: 977.93 INV: Q79 an a CB6 f a0 RIM: 977.93 INV 971 43 RIM RIM: R9]7.93 G INV: 970,16 SUMP: 966.16 LF 4" PVC VERIFY WELL / LOCATION WITH WELL DESIGNER t / FES �. INV: 964.00 \ FES � INV: 962.00 \----13 LF 15"HDPE@-7.69%-- ` OUTLET CONTROL STRUCTURE J `CY RIM: 966.00 TOP WEIR: 965.70 8' ORIFICE: 963.00 W ORIFICE: 962,00 INV: 962,00 BTM: 961.00 FES- 0 INV: 961.00 \ \ I \\ FES \ \ INV: 980.00 N, ) ) J-- 54 LF 6" PVC (SCH 40) @ 1.84 -23LF15((('HDPE@4.4% \ l RAWDOWN ]® t \ LVE FES 40 .vyyINV: 959.00 � W_ 0 I�r NORTH 0 15 30 60 s WOO WOOD =C9Z�8 a O"L 0 0 d 6O C (AN J � IF C n00O 0 " m SO�IS e w` Jw�m�� i rp g co J N 0 U) Q Z Y � U oQ U DO _J U J Q ~ E N aWU� U��'� C N �Q�E U aE Q fn M N QP m a S G O Ng ttk Wi ys by°s 4i W, WOODRUFF Lf oomuar _ OUw = 5 SpauDSO Is w e 'xxx7//7IIIAil- it it11PN Rev. Date Desmiplion 09.13.2023 CountyComments Project #. 12236114.000 Drawn By: TJR Checked By: EGM Issue Data: 09.06.23 Sheet Tire: UTILITY PLAN Sheet: C300 P:\Projects\Projects - 2023\12236114 - Somerset Stooge Garage\C. Design\Drawing Files\12236114 C300 - Utildy Plao.dwg NEW 4.5' BITUMINOUS PAVEMENT PLACED IN 2 EQUAL LIFTS ar4-_ar4 ar4--ar4 114--ar4--ar4--ar4--ar4-_• i 1�• I�i 1�• I�i 1�• 1�• 1�• 1�• 1�• 1 NEW 8" BASE AGGREGATE APPROVED SUBGRADE SOIL HEAVY-DUTY BITUMINOUS PAVEMENT SECTION C400 NOT TO SCALE SLOPE N #4 EPDXY COATED REBAR (3 TYR) 3" 6" MIN NEW BASE AGGREGATE CONCRETE VALLEY GUTTER 2 WITH BITUMINOUS APRON C400 NOT TO SCALE TW (SEE GRADING LARGE BLOCK RETAINING WALL (DESIGN PER MANUFACTURER) BW (SEE GRADING PLAN) MR TOPSOIL RETAINING WALL BASE, DRAINTILE, AND AGGREGATE BACKFILL PER MANUFACTURER'S RECOMMENDATION. NOTES: 1. Retaining wall detail is schematic in nature. Manufacturer to provide engineered drawings, details, and Installation instructions. s RETAINING WALL DETAIL C400 NOT TO SCALE PRECAST INVERT SHOULD BE 1/2 DIAMETER OF PIPE AND BENCHES SLOPED 2"TOWARD INVERT. MANHOLE STEPS $HALL BE PLACED SO THAT OFFSET HOLE IN TOP SLAB \ IS FACING DOWNSTREAM. l` NO BLOCK STRUCTURES ARE ALLOWED GRADE 1" BELOW 10' TRANSITION. I' E FRAME &COVER: NEENAH NEENAH R TYPE C GRATE (CB, ROUND OPEN GRATE) `UNLESS OTHERWISE NOTED PLAN MINIMUM OF 2, MAXIMUM OF 5 CONCRETE ADJUSTMENT RINGS WITH FULL VARIABLE BED OF MORTAR BETWEEN EACH AND A4'COLLAR ON THE OUTSIDE. NO SHIMS OF ANY MATERIAL ALLOWED. INSTALL NEW EXTERNAL CHIMNEY SEAL. 6' PRECAST REINFORCED CONCRETE SLAB. `SEAL WITH 2 BEADS OF RAM-NEK. ALL JOINTS IN MANHOLE TO HAVE 'Or RING RUBBER GASKETS. -MANHOLE STEPS, COPOLYMER POLYPROPYLENE PLASTIC, WITH 1/2' GRADE 60 STEEL REINFORCEMENT OR EQUAL, 16" O.C. — PRECAST CONCRETE SECTION 8' PRECAST SEGMENTAL CONCRETE BLOCK TO TOP OF THE PIPE SHALL BE USED WITH SIZE AND DEPTH PROHIBIT THE FABRICATION OF PRECAST UNITS. 8" MINIMUM SLAB THICKNESS, 6' MINIMUM DIAMETER PRECAST CONCRETE SLAB, REINFORCED WITH it4 REBAR @ 8' E.W. tGROUT BOTTOM SECTION WATERTIGHT CONNECTION (BOOT/GROUT RING, TYPICAL) CATCH BASIN C40�a MANHOLE DETAIL NOT TO SCALE %' SMOOTH BAR @ 2' O.C. EACH WAY 6"MAX I PROVIDE 3 CLIPS TO FASTEN TRASH GUARD TO F.E.S. HOT DIP GALVANIZE AFTER FABRICATION. FLARED END e SECTION DETAIL C400 NOT TO SCALE TOP WEIR: 965.70 INV: 963.00 INV: 962.00 INV: 961.00 ELEV.= PIPE SHALL BE CUT OUT FLUSH WITH INSIDE FACE OF WALL. WATERTIGHT CONNECTION (BOOT/GROUT RING, TYPICAL) WEIR WALL DETAIL (NOT TO SCALE) ELEV. = 965.70 1= •� s HOPE 0 ORIFICE ,E HINGED 4W ID GALV. STEEL GRATE (HAALA INDUSTRIES ITEM #PS48-58SWH OR APPROVED EQUAL) PRECAST CONCRETE SECTION ALL JOINTS IN MANHOLE TO HAVE 'O' RING RUBBER GASKETS. r MANHOLE STEPS, COPOLYMER POLYPROPYLENE PLASTIC, WITH 1/2" GRADE 60 STEEL REINFORCEMENT OR EQUAL, 16" O.C. ORIFICES, SEE WEIR DETAIL PIPE SHALL BE CUT OUT FLUSH WITH INSIDE FACE OF WALL. WATERTIGHT CONNECTION 4HDPE1 BOOT/GROUT RING, TYPICAL) 15" MINIMUM SLAB THICKNESS ELEV. = 961.00 IS 6' FOR 14' DEPTH. INCREASE THICKNESS 1' FOR EVERY "!''.'•<. 4'OF DEPTH GREATER THAN 14', AND REINFORCE SECTION WITH #4 REBAR @ 8" E.W. OUTLET CONTROL is1 STRUCTURE DETAIL C400 NOT TO SCALE NOl FOP :CAP VE )E OD ISER PVC GATE VALVE PIPING iE AGGREGATE DRAWDOWN SUPPORT oen 7 VALVE DETAIL C400 NOT TO SCALE O N r ' B 0 a 0� 0 DY`. DI /A�NJNC J w UU W j t Q Z UZQ M J a u J ) E N `• CL 0 to W M UU§ U ;n m ua mE U(��D) QM N r G Q a Nsi��i N MPTfHE J % WOODRUFF rc 4MWe — o HUDWN Rev. Date Deamption 09.13.2023 C unty Comments Project #: 12236114.000 Drawn By: TJR Checked By: EGM Issue Date: 09.06.23 Sheet Tiue: DETAILS Sheer C400 P:\ProjecislProjecLs-2023\12236114- Somerset Storage Garage\C. DesignTn tng Files\12236114 C400-Detallsdwg J awl 2 BASKETS WITH 400 MICRON FILTER 400 MICRON FILTER BAGS. TO BE CHECKED PERIODICALLY AND BAG IN EACH BASKET CLEANED OUT AFTER EACH RAIN EVENT }T FITS NEENAH AND FITS Z OR FRAMES OR EQUAL E a O EN FILTER 21C 8s .< (ELEVATION -SEE PLAN) P CLASS III `•,_� •��.>�.>• •,;/All RIP -RAP FABRIC NOTE: FW300 MIRAFI FABRIC OR EQUAL RIP -RAP AT OUTLETS C401 NOT TO SCALE Ys' 05J�� OPO C' 2J0V MIN. 6" OF 1"TO 2" DIA ROCK GEOTEMILE FABRIC BENEATH ROCK J ryO 0\d VARIES: FULL WIDTH OF EXISTING 18" MIN. HIGH CUT-OFF BERM TO DRIVEWAY OPENING OR MINIMIZE SILT RUNOFF FROM SITE 20' MIN. WIDTH. z ROCK CONSTRUCTION ENTRANCE C401 NOT TO SCALE WIRE MESH REINFORCEMENT (HIGH FLOW AREAS) ENGINEERING FABRIC METAL, WOOD POST, OR STAKE. — 8' MAX. SPACING, 2' INTO GROUND FABRIC ANCHORAGE TRENCH. BACKFILL WITH TAMPED NATURAL SOIL DIRECTION NATURAL SOIL NOTE: DEPENDING UPON CONFIGURATION, ATTACH FABRIC TO WIRE MESH WITH HOG RINGS, STEEL POSTS WITH WIRES, OR WOOD POSTS WITH STAPLES. SILT FENCE INSTALLATION DETAIL C401 NOT TO SCALE RTrojectssTrojecLs - 2023\12236114 - Somerset Storage Gamge%C. DesigMDmwing Files%12236114 (SIM - Detalls.tlwg PROFILE INFRASAFE INLET PROTECTION DEVICE (OR EQ.) Q C401 MODIFY EXISTING SOILS FOR COMPACTION MITIGATION. BLEND 2- OF COMPOST (WDNR S100) INTO UPPER 2" OF SOIL. EXISTING SLOPE 1 P PLAN liyi/4rr.... 1 VARIES (PER PLAN) SEED MIX SI.OPEPMp,Xa l3� BLANKET ON SIDESLOPES �- EXTEND MODIFIED SOIL UP SLOPES TO POND OUTLET ELEVATION EXCAVATE POND BOTTOM TO EXISTING PERMEABLE SOILS. REMOVE AND DISPOSE OF EXISTING TOPSOIL AND ANY SOILS NON -CONDUCIVE TO INFILTRATION. SEE GEOTECH REPORT. LOOSEN/DECOMPACT SOIL BELOW BASIN BOTTOM, 12' MINIMUM DEPTH. NOTES: 1. THE EXISTING SOILS SHALL BE PROTECTED FROM COMPACTION DUE TO CONSTRUCTION TRAFFIC. AREAS SHALL BE STAKED AND MARKED OFF, WITH ONLY LOW IMPACT EQUIPMENT (TRACKED OR SIMILAR) ALLOWED. 2. CONTRACTOR TO PERFORM TWO(2)TEST PIT$FOR SOIL VERIFICATION PER WDNR TECHNICAL STANDARD 1002, INFILTRATION BASIN e CROSS SECTION C4O1 NOT TO SCALE PLAN SECTION A -A CL. II RIP PLACE RIP RAP ON 61NCHES OF ROCK BEDDING (2" MINUS) PER (ER .SEEPLAN PLAN) of PLAN PERP AN MOUND LAST2 FEET L 12" HIGH >P GTEXTILE OFRIC EXTEND FABRIC 1 FOOT BEYOND RIP RAP SECTION B-B EMERGENCY OVERFLOW s SPILLWAY DETAIL C401 NOT TO SCALE O N C ' B 0 a 0.0 n DY p /A r M C a°m°'L°n �V •�v�� c C N L Jw�� 9 uu W jLLn Q Z < UZa C) M J a J U) E N CW0N U U� U) C N a) 0) �a �E (a) DO M N Ti Q a \SGONsi��ai y� yAri N MPTfHEWJ % w DFUJrr a 4339643 — o HUDSON Rev. Dale Desorption 09.13.2023 CountyComments Project #: 12236114.000 Drawn By: TJR Checked By: EGM Issue Date: 09.M.23 Sheet Title: DETAILS Sheep C401 3d view for Randazzo 16 BUILDING RENDERING I BUILDING SECTION NOT TO SCALE \ / NOT TO SCALE PAProjeetslProjectts - 2023M236114 - Somerset Storage Garage%C. DesignTmWng Files%12236114 X1 -Building Exhlbr.dwg O N C ' B rCa�00 a 0� . o DY p ca c L =am ce � C C N L Jw�� 9 o J Q Do ~>to a z Y � UZQ M J C. a U J U) E N CL to UCD U§ U) U Q a E U (9 QM N 15 Q a \SGONsi��i N M HlE0fJ ti �DRJFF tic assess o oSON is. Its Rev. Date Deamption 09.13.2023 C unty Comments Project #: 12236114.000 Drawn By: TJR Checked By: EGM Issue Date: 09.06.23 Sheet Tire: BUILDING EXHIBIT Sheet X1 JACC CAPITAL GARAGES STORMWATER CALCULATIONS m LARSON ENGINEERING SEPTEMBER 13, 2023 CONTENTS: 1. Stormwaler Runoff Summary 2. Existing Drainage Map 3. HydroCAD Report for Existing Conditions (1-yr, 2-yr, 10-yr and 100-yr events) 4. Proposed Drainage Map 5. HydroCAD Report for Proposed Conditions (1-yg 2-yg 10-yr and 100-yr events) 6. P8 Results - Existing 7. P8 Results - Proposetl JACC Capital Garages SUMMARY OF STORMWATER RUNOFF Introduction: The project will consist of the construction of a new storage unit building, driveway, and stormwater basin. The building will consist of 28 garage units, each with water and sewer services, served by new on -site well and septic systems. Stonnwater calculations were modeled using HydroCAD with Atlas 14 24-hour rainfall data. Existing Conditions: The existing conditions were modeled as a combination of Meadow, Woods, and Wetland, Type C soils, with Curve Numbers of 71, 70, and 100, respectively. There are no existing impervious areas. The west side of the site drains to the west and into an existing welland. The east side of the site drains to the southeast corner of the site and continues offsite. Proposed Conditions: Runoff from the impervious surfaces will be routed to a proposed infiltration basin that is located in the southeast corner of the site. The proposed conditions were modeled as a combination of > 75 % Grass Cover, Woods, and Wetland, Type C soils, with Curve Numbers of 74, 70, and 100, respectively. Impervious areas were modeled with a Curve Number of 98. Stormwaler Runoff Rate Per Wisconsin DNR requirements, proposed runoff rates shall not exceed existing runoff rates for the 2-yr 24-hour critical storm event. The runoff rates for the 1-yr, 10- yr, and 100-yr, 24-hour critical storm events are included for sizing of pipes and stonnwater BMP's. The existing and proposed peak runoff rates leaving the site are listed in the table below. Existing peak mnoff rates (in cubic feet per second): Area 1- ear 2- ear 10- ear 100- ear To Wetland 2.76 3.66 7.33 16.34 Offsite Southeast 1.03 1.55 3.77 9.43 Proposed peak runoff rates (in cubic feet oar second): Area 1- ear 2- ear 10- ear 100- ear To Wetland 1.99 2.49 4.49 9.23 Offsite Southeast 0.84 1.46 2.86 8.85 Stormwater Quality Per Wisconsin DNR, new projects must reduce the total suspended solids (TSS) load from the impervious areas by 80%, based on an average annual rainfall. An infiltration basin will be utilized to remove TSS from the runoff. P8 Urban Catchment Model was used to calculate TSS. In addition, St. Croix County requires that total phosphorous (TP) loading be reduced by 60%. New Impervious Area = 65,205 SF Infiltration Provided = 3,887 CIF TSS Reduction = 96.2%> 80 % (OK) TP Reduction = 88.2%> 60% (OK) The proposed infiltration volume is sufficient to satisfy the requirement. Pre -Treatment: Pre-treatment will be addressed by directing runoff into a sump catch basin prior to discharging into the proposed infiltration basin. A sump will be implemented in the upstream catch basin to the proposed infiltration basin. Weiland Impacts There is a wetland on the west side of the property, but no wetland impacts are anticipated as a result of this project. Infiltration Performance Standard Per Wisconsin Standard NR 151.124(1)(b), the site shall "infiltrate sufficient runoff volume so that the post -development infiltration volume shall be at least 75 percent of the pre -development infiltration volume, based on an average annual rainfall. However, when designing appropriate infiltration systems to meet this requirement, no more than 2 percent of the postconstruction site is required as an effective infiltration area" An existing and proposed P8 model were utilized to determine the volume of runoff that is infiltrated in each scenario. Since the existing site does not have any infiltration BMP's or low areas, there is no infiltration volume. Existing Infiltration Volume = 0.0 acre-ft Proposed Infiltration Volume = 15.33 acre-ff Total Construction Site Area = 172,881 SF Effective Infiltration Area = 7,252 SF = 4.2% Emergency Spillway Sizing Calculations The emergency spillway must be designed per WI Technical Standard 1003. The top of embankment shall be a minimum of 1-foot above the depth of the spillway. 100-yr HWL = 966.17' ad; Qa Invert of Spillway = 966.20' Top of Embankment = 967.75' Allowable depth of spillway = (967.75'— 1')-966.20 = 0.55' Q = CLH" where Q = 100-yr discharge rate = 20.57 cfs L = weir length [ft] H = head depth C = coefficient of discharge = 3.27 + 0.4H/h = 3.27 + 0.4(0.55/6) = 3.31 h = depth above channel bottom = 6 ft L = Q/CH" L = 20.57 cfs / (3.31)(0.55ff = 15.24 ft The minimum width of the spillway to maintain a maximum overflow depth of 0.55 ft is 15.24 feet. The spillway will be designed with a width of 15.5 ft. 1R OA To Wetland S4 RaecM1 on Llflk OB 2R Offshe Southeast Somerset Storage - Existing Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD®10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pads 2 Rainfall Events Listing EvenW Event Storm Type Curve Mode Duration BIB Depth AMC Name (hours) (inches) 1 1-Year MSE 24-hr 3 Default 24.00 1 2.48 2 2 2-Year MSE 24-hr 3 Default 24.00 1 2.82 2 3 10-Year MSE 24-hr 3 Default 24.00 1 4.12 2 4 100-Year MSE 24hr 3 Default 24.00 1 6.89 2 Somerset Storage - E fisting Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 0193 ® 2022 HydroCAD Software Solutions LLC Peas 3 Area Listing (all nodes) Area CN Description (sq-a) (subcatchmenl-numbers) 100,363 Ti Meadow, non -grazed, HSG C (A, B) 15,915 100 Wetland (A) 56,622 70 Woods, Good, HSG C (A, B) 172,880 73 TOTAL AREA Somerset Storage - Edsting MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCADO 10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 4 Time span=0.00-240.00 hm, dt=0.01 Inns, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split PerviousAmperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=98,429 sf 16.17% Impervious Runoff Depth=01T Flow Length=289' Tc=6.3 min CN=71/100 Runoff=2.76 cfs 6,504 cf Subcatchment 6: Runoff Area=74,451 sf 0.00% Impervious Runoff Depth=0.47" Flow Length=465' Tc=10.6 min CN=71/0 Runoff=1.03 cfs 2.924 d Reach 1R: To Wetland Inflow=2.76 cfs 6,504 cf Outflow=2 76 cfs 6,504 cf Reach 2R: Offshe Southeast Inflow=1.03cfs 2,924cf Oufflow=1.03 cfs 2,924 cf Total Runoff Area=172,880 sf Runoff Volume = 9,428 cf Average Runoff Depth = 0.65" 90.79%Pervious=156,965sf 9.21%Impervious=15,9150 Somerset Storage - Edsting MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCAD®10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 5 Summary for Subcatchmerd A: Runoff = 2.76 ds @ 12.14 hrs, Volume= 6,504 of, Depth= 0.79" Routed to Reach 1 R : To Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 has, dt= 0.01 has MSE 24-hr 3 1-Year Rainfall=2.46" Area (sf) CN Description 53.725 71 Meadow, non -grazed, HSG C 28,789 70 Woods, Good, HSG C 15,915 100 Wetland Area 5 100 To Length Slope Velocity Capacity Description Range n=0.130 P2=2.81" 1.0 116 0.0840 2.03 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.5 73 0.2360 2.43 Shallow Concentrated Flow, 6.3 289 Total Somerset Storage - Edsting MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCA0010.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Pace 6 Summary for Subcatchment B: Runoff = 1.03 ds @ 12.20 hrs, Volume= 2,924 cf, Depth= 0.47" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 has MSE 24-hr 3 1-Year Rainfall=2.46" Area (sf) CN Description 46.618 71 Meadow, non -grazed, HISS C 71 To Length Slope Velocity Capacity Description Range n= 0.130 P2= 2.81" 2.2 229 0.0590 1.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 1.3 136 0.1140 1.69 Shallow Concentrated Flow, 10.6 465 Total Somerset Storage - Existing MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD010.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Page 7 Summary for Reach 1R: 7o Wetland Inflow Area 98,429 sf, 16.17%Impervious, Inflow Depth= 0.79" for 1-Year event Inflow = 2.76 cfs @ 12.14 hrs, Volume= 6,504 of Outflow = 2.76 cis @ 12.14 hrs, Volume= 6,504 of, Aaen= 0%, Lag= 0.0 min Routing by Dyn-Slor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Existing MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HVEroCADO 10.20-2f sin 01934 92022 HVdroCAD Software Solutions LLC Peas 8 Summary for Reach 2R: Offsite Southeast Inflow Area = 74,451 sf, 0.00 Impervious, Inflow Depth = 0.4T for 1-Year event Inflow = 1.03 cfs @ 12.20 hrs, Volume= 2,924 of Outflow = 1.03 cis @ 12.20 hrs, Volume= 2,924 of, Aden= 0 , Lag= 0.0 min Routing by Dyn-Slor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Existing MSE24-hr3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCADO 10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 9 Time span=0.00-240.00 hm, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=98,4290 16.17%Impervious Runoff Depth=1.01 Flow Length=289' Tc=6.3 min CN=71/100 Runoff=3.66 cfs 8,272 cf Subcatchment 6: Runoff Area=74,451 sf 0.00% Impervious Runoff Depth=0.66" Flow Length=465' Tc=10.6 min CN=71/0 Runoff=1.55 cfs 4,089 cf Reach 1R: To Wetland Inflow=3.66 cfs 8,272 cf Oufflow=3.66 cfs 8,272d Reach 2R: Offsbe Southeast Inflow=1.55 ds 4,089 cf Oufflow=1.55 ds 4,089d Total Runoff Area = 172,880 sf Runoff Volume = 12,361 cf Average Runoff Depth= 0.86" 90.79% Pervious = 156,965 sf 9.21% Impervious = 15,915 sf Somerset Storage - Existing MSE24-hr3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCAD®10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 10 Summary for Subcatchmerd A: Runoff = 3.66 ds @ 12.14 hrs, Volume= 8,272 cf, Depth= 1.01" Routed to Reach 1 R : To Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 has, dt= 0.01 has MSE24-hr3 2-Year Rainfall=2.82" Area (sf) CN Description 53.725 71 Meadow, non -grazed, HSG C 28,789 70 Woods, Good, HSG C 15,915 100 Wetland Area 5 100 To Length Slope Velocity Capacity Description Range n=0.130 P2=2.81" 1.0 116 0.0840 2.03 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.5 73 0.2360 2.43 Shallow Concentrated Flow, 6.3 289 Total Somerset Storage - Existing MSE24-hr3 2-Year Rainfafl=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCA0010.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Pace 11 Summary for Subcatchment B: Runoff = 1.55 ds @ 12.20 hrs, Volume= 4,089 of, Depth= 0.66" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 his, dt= 0.01 has MSE24-hr3 2-Year Rainfall=2.82' Area (sf) CN Description 46.618 71 Meadow, non -grazed, HSG C 71 To Length Slope Velocity Capacity Description Range n= 0.130 P2= 2.81" 2.2 229 0.0590 1.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 1.3 136 0.1140 1.69 Shallow Concentrated Flow, 10.6 465 Total Somerset Storage - Existing MSE24-hr3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD010.20-2f s/n 01934 02022 HVdroCAD Software Solutions LLC Peas 12 Summary for Reach 1R: To Wetland Inflow Area 98,429 sf, 16.17%Impervious, Inflow Depth= 1.01" for 2-Year event Inflow = 3.66 cfs @ 12.14 hrs, Volume= 8,272 of Outflow = 3.66 cis @ 12.14 hrs, Volume= 8,272 of, Aaen= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Existing MSE24-hr3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HVEroCADO 10.20-2f sin 01934 92022 HVdroCAD Software Solutions LLC Peas 13 Summary for Reach 2R: Offsite Southeast Inflow Area = 74,451 sf, 0.00 Impervious, Inflow Depth = 0.66" for 2-Year event Inflow = 1.55 cfs @ 12.20 hrs, Volume= 4,089 of Outflow = 1.55 cfs @ 12.20 hrs, Volume= 4,089 of, Aden= 0 , Lag= 0.0 min Routing by Dyn-Slor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Somerset Storage - Existing MSE24-hr3 10-Year Rainfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD®10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 14 Time span=0.00-240.00 hm, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Slor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=98,4290 16.17%Impervious Runoff Depth=1.W Flow Length=289' Tc=6.3 min CN=71/100 Runoff=7.33 cfs 15,619 d Subcatchment 6: Runoff Area=74,451 sf 0.00%Impervious Runoff Depth=1AW Flow Length=465' Tc=10.6 min CN=71/0 Runoff=3.77 cfs 9,163 d Reach IR: To Wetland Inflow=7.33 cfs 15,619 d Outflow=7.33 cfs 15,619d Reach 2R: Offsbe Southeast Inffow=3.77 cfs 9,163d Oufflow=3.77 ds 9,163d Total Runoff Area = 172,880 sf Runoff Volume = 24,782 cf Average Runoff Depth =1.72" 90.79% Pervious = 156,965 sf 9.21% Impervious = 15,915 sf Somerset Storage - Existing MSE24-hr3 10-Year Rainfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCAD®10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 15 Summary for Subcatchmerd A: Runoff = 7.33 ds @ 12.14 hrs, Volume= 15,619 of, Depth= 1.90" Routed to Reach 1 R : To Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 has, dt= 0.01 has MSE 24-hr 3 10-Year Rainfall=4.12" Area (sf) CN Description 53.725 71 Meadow, non -grazed, HSG C 28,789 70 Woods, Good, HSG C 15,915 100 Wetland Area 5 100 To Length Slope Velocity Capacity Description Range n=0.130 P2=2.81" 1.0 116 0.0840 2.03 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.5 73 0.2360 2.43 Shallow Concentrated Flow, 6.3 289 Total Somerset Storage - Existing MSE24-hr3 10-Year Rainfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 16 Summary for Subcatchment B: Runoff = 3.77 ds @ 12.19 hrs, Volume= 9,163 of, Depth= 1.48" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 his, dt= 0.01 has MSE 24-hr 3 10-Year Rainfall=4.12" Area (sf) CN Description 46.618 71 Meadow, non -grazed, HSG C 71 To Length Slope Velocity Capacity Description Range n= 0.130 P2= 2.81" 2.2 229 0.0590 1.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 1.3 136 0.1140 1.69 Shallow Concentrated Flow, 10.6 465 Total Somerset Storage - Existing MSE24-hr3 10-Year Rainfa11=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCAD010.20-2f sin 01934 02022 HvdroCAD Software Solutions LLC Peas 17 Summary for Reach 1R: To Wetland Inflow Area 98,429 sf, 16.17%Impervious, Inflow Depth= 1.90" for 10-Year event Inflow = 7.33 cfs @ 12.14 hrs, Volume= 15,619 cf Outflow = 7.33 cis @ 12.14 hrs, Volume= 15,619 cf, Aaen= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Existing MSE24-hr3 10-Year Rainfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 92022 HvdroCAD Software Solutions LLC Peas 18 Summary for Reach 2R: Offsite Southeast Inflow Area 74,451 sf, 0.00 Impervious, Inflow Depth= 1.48" for 10-Year event Inflow = 3.77 cfs @ 12.19 hrs, Volume= 9,163 of Outflow = 3.77 cfs @ 12.19 hrs, Volume= 9,163 of, Aden= 0 , Lag= 0.0 min Routing by Dyn-Slor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Somerset Storage - Existing MSE 24-hr 3 100-Year Rainfalf=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD010.20-2f sm 01934 02022 HvdroCAD Software Solutions LLC Pace 19 Time span=0.00-240.00 hm, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=98,429 sf 16.17%Impervious Runoff Depth=4.W Flow Length=289' Tc=6.3 min CN=71/100 Runoff=16.M cfs 34,105 cf Subcatchment 6: Runoff Area=74,451 sf 0.00% Impervious Runoff Depth=3.13Y Flow Length=465' Tc=10.6 min CN=71/0 Runoff=9.43 cfs 22,528 cf Reach 1R: To Wetland Inflow=16.34 cfs 34,105 cf Outflow=16.34 cfs 34,105 cf Reach 2R: Offsbe Southeast Inflow=9.43 cfs 22,528 cf Outflow=9.43 cfs 22,528 cf Total Runoff Area =172,880 sf Runoff Volume = 56,633 cf Average Runoff Depth =3.93" 90.79%Pervious=156,965sf 9.21%Impervious=15,915sf Somerset Storage - Existing MSE 24-hr 3 100-Year Rainfall=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCA0010.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 20 Summary for Subcatchmerd A: Runoff = 16.34 ds @ 12.14 hrs, Volume= 34,105 of, Depth= 4.16" Routed to Reach 1 R : To Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 has, dt= 0.01 has MSE 24-hr 3 100-Year Rainfall=6.89" Area (sf) CN Description 53.725 71 Meadow, non -grazed, HSG C 28,789 70 Woods, Good, HSG C 15,915 100 Wetland Area 5 100 To Length Slope Velocity Capacity Description Range n=0.130 P2=2.81" 1.0 116 0.0840 2.03 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.5 73 0.2360 2.43 Shallow Concentrated Flow, 6.3 289 Total Somerset Storage - Existing MSE 24-hr 3 100-Year Rainfalf=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 21 Summary for Subcatchment B: Runoff = 9.43 ds @ 12.19 hrs, Volume= 22,528 cf, Depth= 3.63" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 has MSE 24-hr 3 100-Year Rainfall=6.89" Area (sf) CN Description 46.618 71 Meadow, non -grazed, HSG C 71 To Length Slope Velocity Capacity Description Range n= 0.130 P2= 2.81" 2.2 229 0.0590 1.70 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 1.3 136 0.1140 1.69 Shallow Concentrated Flow, 10.6 465 Total Somerset Storage - Existing MSE 24-hr 3 100-Year Rainfall=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD010.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Peas 22 Summary for Reach 1R: To Wetland Inflow Area 98,429 sf, 16.17% Impervious, Inflow Depth= 4.16" for 100-Year event Inflow = 16.34 cfs @ 12.14 hrs, Volume= 34,105 of Outflow = 16.34 cis @ 12.14 hrs, Volume= 34,105 of, Aaen= 0 , Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Existing MSE 24-hr 3 100-Year Rainfall=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 92022 HVdroCAD Software Solutions LLC Peas 23 Summary for Reach 2R: Offsite Southeast Inflow Area 74,451 sf, 0.00 Impervious, Inflow Depth= 3.63" for 100-Year event Inflow = 9.43 cfs @ 12.19 hrs, Volume= 22,528 of Outflow = 9.43 cfs @ 12.19 hrs, Volume= 22,528 of, Aden= 0 , Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs lR OA OB 4 To WOaN Infiltration B omiteS Uteast S4 RaecM1 on LIRk Somerset Storage - Proposed Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD®10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pads 2 Rainfall Events Listing EvenW Event Storm Type Curve Mode Duration BIB Depth AMC Name (hours) (inches) 1 1-Year MSE 24-hr 3 Default 24.00 1 2.48 2 2 2-Year MSE 24-hr 3 Default 24.00 1 2.82 2 3 10-Year MSE 24-hr 3 Default 24.00 1 4.12 2 4 100-Year MSE 24hr 3 Default 24.00 1 6.89 2 Somerset Storage - Proposed Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 0193 ® 2022 HvdroCAD Software Solutions LLC Pace 3 Area Listing (all nodes) Area CN Description (sq-a) (subcatchment-numbers) 58.925 ]C >75% Grass cover, Good, HSG C (A, B, C, D) 9,510 ]i Meadow, non -grazed, HSG C (B) 26,240 98 Proposed Building (B) 38,985 98 Proposed Pavement (B) 15,915 100 Wetland (A) 25,326 70 Woods, Good, HSG C (A, C) 1Y2,881 85 TOTAL AREA Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD®10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 4 Time span=0.00-240.00 hm, dt=0.01 Inns, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=49,803d 31.96% Impervious Runoff Depth=1.1V Flow Length=172' Tc=5.5 min CN=71/100 Runoff=1.99 cfs 4,594 d Subcatchment B: Runoff Area=110,273 sf 59.13%Impervious Runoff Depth=1.M" Flow Length=159' Tc=8.0 min CN=73/98 Runoff=5.85 cfs 14,174 d Subcatchment C: Runoff Area=12,280 sf 0.00%Impervious Runoff Depth=0.55" Flow Length=100' Slope=0.12007' Tc=7.4 min CN=73/0 Runoff=0.25 cfs 559d Subcatchment D: Runoff Area=525 sf 0.00% Impervious Runoff Depth=0.59" Flow Length=12' Slope=0.05W T Tc=1.9 min CN=74/0 Runoff=0.02 cfs 26 cf Reach 1R: To Welland Inflow=1.99 cfs 4,594d Oufflow=1.99 cfs 4,594d Reach 211: Offshe Southeast Inflow=0.84 cfs 8,774 cf Oufflow=0.84 cfs 8,774d Pond IF: Infiltration Basin Peak Elev-963.3T Storage=8,152d Inflow=5.85 cfs 14,174 cf Discarded=0.04 cfs 5,984 cf Primary=0.79 cfs 8,190d Secondary0.00 cis 0d Outflow=0.83 cis 14,174d Total Runoff Area = 172,881 sf Runoff Volume = 19,352 of Average Runoff Depth =1.34" 53.08%Pervious=91,761sf 46.92% Impervious = 81,120 sf Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCA0010.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 5 Summary for Subcatchmerd A: Runoff = 1.99 ds @ 12.13 hrs, Volume= 4,594 d, Depth= 1.11" Routed to Reach 1 R : To Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.46" Area (sf) CN Description 11.971 74 >75 % Grass cover, Good, HSG C 21.917 70 Woods, Good, HSG C ' 15.915 100 Wetland Area 5 100 To Length Slope Velocity Capacity Description Range n= 0.130 P2= 2.81" 1.2 72 0,1530 0.98 Shallow Concentrated Flow, Forest w/Heavv Litter Kv= 2.5 fps 5.5 172 Total Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCA0010.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Pace 6 Summary for Subcatchment B: Runoff = 5.85 ds @ 12.15 hrs, Volume= 14,174 d, Depth= 1.54" Routed to Pond 1 P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.46" 38.965 98 Proposed Pavement 26.240 98 Proposed Building 35.558 74 >75% Grass cover, Area To Length Slope Velocity Capacity Description (min) (feet) (R/R) M/sec) (of$) 2.4 36 0.2500 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 5.4 64 0.1094 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.2 59 0.1864 6.48 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 ins 8.0 159 Total Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment C: Runoff = 0.25 ds @ 12.16 hrs, Volume= 559 d, Depth= 0.55" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.46" To Length Slope Velocity Capacity Description (min) (feet) (R/R) (R/sec) (of$) 7.4 100 0.1200 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 8 Summary for Subcatchment D: Runoff = 0.02 ds @ 12.11 hrs, Volume= 26 cf, Depth= 0.59" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.46" Area (sf) CN Description 525 74 >75 % Grass cover, Good, HSG C 525 74 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (R/R) (R/sec) (of$) 1.9 12 0.0500 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD010.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Peas 9 Summary for Reach 1R: 7o Wetland Inflow Area 49,803 sf, 31.96% Impervious, Inflow Depth= 1.11' for 1-Year event Inflow = 1.99 afs @ 12.13 hrs, Volume= 4,594 of Outflow = 1.99 cis @ 12.13 hrs, Volume= 4,594 of, Aaen= 0 , Lag= 0.0 min Routing by Dyn-Slor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HVEroCADO 10.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Peas 10 Summary for Reach 2R: Offsite Southeast Inflow Area 123,078 sf, 52.98% Impervious, Inflow Depth= 0.86" for 1-Year event Inflow = 0.84 cfs @ 12.56 hrs, Volume= 8,774 of Outflow = 0.84 cfs @ 12.56 hrs, Volume= 8,774 of, Aden= 0 , Lag= 0.0 min Routing by Dyn-Slor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCADO 10.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Pace 11 Summary for Pond 1P: Infiltration Basin Inflow Area 110,273 at, 59.13%Impervious, Inflow Depth= 1.54" for 1-Year event Inflow = 5.85 ds @ 12.15 hrs, Volume= 14,174 d Outflow = 0.83 ds @ 12.59 hrs, Volume= 14,174 d, Atten= 86%, Lag= 26.1 min Discarded = 0.04 ds @ 12.59 hrs, Volume= 5,984 d Primary = 0.79 ds @ 12.59 hrs, Volume= 8,190 d Routed to Reach 2R : Offsile Southeast Secondary = 0.00 ds @ 0.00 hrs, Volume= 0 d Routed to Reach 2R : Offsite Southeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Peak Elev= 963.33' @ 12.59 his Surt.Area= 3,760 sf Storage= 8,152 d Plug -Flow detention time= (not calculated: curlew precedes inflow) Center -of -Mass det. time= 640.1 min ( 1,411.3 - 771.2 ) Volume Invert Avail.Storage Storage Description #1 960.00' 36,766 d Custom Stage Data (Prismatic) Listed below (Recalc) Device Routine Invert Outlet Devices #1 Primary 962,00' 15.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 962.00' / 961.00' S= 0.0435'r Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 965.70' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 962.00' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir Flow at low heads #4 Device 1 963,00' 8.0" Vert. 8" Orifice C= 0.600 Limited to weir Flow at low heads #5 Secondary 966.62' 15.5' long x 6.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coe(. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2S6 2.66 2.67 2.69 2.72 2.76 2.83 #6 Discarded 960.00' 0.500 in/hr Exflllmtion over Surface area Somerset Storage - Proposed MSE 24-hr 3 1-Year Rainfall=2.46" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCAD®10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 12 iscerded OutFlow Max=0.04 cfs @ 12.59 hrs HW=963.33' (Free Discharge) 7=Exfiltration (Estimation Controls 0.04 cfs) dmary OutFlow Max=0.79 cfs @ 12.59 him HW=963.33' TW=0.00' (Dynamic Tailwater) Culvert (Passes 0.79 cfs of 4.96 cfs potential Sow) 2-Sharp-Created Rectangular Weir ( Controls 0.00 cfs) 3=4" Orifice (Orifice Controls 0.45 cfs @ 5.19 fps) -8" Orifice (Orifice Controls 0.33 of$ @ 1.95 fps) ecendary OutFlow Max-0.00 cfs @ 0.00 Inns HW=960.00' TW=0.00' (Dynamic Tailwater) Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD®10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 13 Time span=0.00-240.00 hm, dt=0.01 Inns, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=49,803 sf 31.96% Impervious Runoff Depth=1.3Y Flow Length=172' Tc=5.5 min CN=71/100 Runoff=2.49 cfs 5,601 A Subcatchment B: Runoff Area=110,273 sf 59.13%Impervious Runoff Depth=l B4" Flow Length=159' Tc=8.0 min CN=73/98 Runoff=6.99 cfs 16,881 d Subcatchment C: Runoff Area=12,280 sf 0.00%Impervious Runoff Depth=0.75" Flow Length=100' Slope=0.12007' Tc=7.4 min CN=73/0 Runoff=0.35 cfs 766 cf Subcatchment D: Runoff Area=525 sf 0.00% Impervious Runoff Depth=0.80" Flow Length=l2' Slope=0.05007 Tc=1.9min CN=74/0 Runoff=0.02cfs 35cf Reach 1R: To Welland Inflow=2.49 cfs 5,601 cf Outflow=2.49 cfs 5,601 cf Reach 211: Offshe Southeast Inflow=1.46 cfs 11,601 cf Outflow=1.46 cfs 11,601 of Pond 1P: Infiltration Basin Peak Elev-963.59' Storage=9,172 cf Inflow=6.99 cfs 16,881 cf Discarded=0.05 cfs 6,081 cf Primary=1.36 cfs 10,800 cf Secondary=0.00 cfs 0 cf Outflow=1.41 cfs 16,881 cf Total Runoff Area = 172,881 sf Runoff Volume = 23,283 cf Average Runoff Depth =1.62" 53.080/6 Pervious = 91,761 sf 46.92% Impervious = 81,120 sf Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD®10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 14 Summary for Subcatchmerd A: Runoff = 2.49 ds @ 12.13 hrs, Volume= 5,601 of, Depth= 1.35" Routed to Reach 1 R : To Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr3 2-Year Rainfall=2.82" Area (sf) CN Description 11.971 74 >75 % Grass cover, Good, HSG C 21.917 70 Woods, Good, HSG C ' 15.915 100 Wetland Area 5 100 To Length Slope Velocity Capacity Description Range n= 0.130 P2= 2.81" 1.2 72 0,1530 0.98 Shallow Concentrated Flow, Forest w/Heavv Litter Kv= 2.5 fps 5.5 172 Total Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCA0010.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Pace 15 Summary for Subcatchment B: Runoff = 6.99 ds @ 12.15 hrs, Volume= 16,881 ct, Depth= 1.84" Routed to Pond 1 P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr3 2-Year Rainfall=2.82" 38.965 98 Proposed Pavement 26.240 98 Proposed Building 35.558 74 >75% Grass cover, Area To Length Slope Velocity Capacity Description (min) (feet) (R/R) M/sec) (of$) 2.4 36 0.2500 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 5.4 64 0.1094 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.2 59 0.1864 6.48 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 ins 8.0 159 Total Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Pace 16 Summary for Subcatchment C: Runoff = 0.35 ds @ 12.16 hrs, Volume= 766 d, Depth= 0.75" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr3 2-Year Rainfall=2.82' To Length Slope Velocity Capacity Description (min) (feet) (R/R) (R/sec) (of$) 7.4 100 0.1200 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pape 17 Summary for Subcatchment D: Runoff = 0.02 ds @ 12.11 hrs, Volume= 35 cl, Depth= 0.80" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr3 2-Year Rainfall=2.82' Area (sf) CN Description 525 74 >75 % Grass cover, Good, HSG C 525 74 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (R/R) (R/sec) (of$) 1.9 12 0.0500 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD010.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 18 Summary for Reach 1R: To Wetland Inflow Area 49,803 sf, 31.96%Impervious, Inflow Depth= 1.35" for 2-Year event Inflow = 2.49 ofs @ 12.13 hrs, Volume= 5,601 of Outflow = 2.49 cis @ 12.13 hrs, Volume= 5,601 of, Aaen= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HVEroCADO 10.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Peas 19 Summary for Reach 2R: Offsits Southeast Inflow Area 123,078 sf, 52.98% Impervious, Inflow Depth= 1.13" for 2-Year event Inflow = 1.46 cfs @ 12.45 hrs, Volume= 11,601 of Outflow = 1.46 cis @ 12.45 hrs, Volume= 11,601 of, Aden= 0 , Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdrOCADO 10.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Pace 20 Summary for Pond 1P: Infiltration Basin Inflow Area 110,273 at, 59.13%Impervious, Inflow Depth= 1.84" for 2-Year event Inflow = 6.99 ds @ 12.15 hrs, Volume= 16,881 d Outflow = 1.41 ds @ 12.47 hrs, Volume= 16,881 d, Atten= 80%, Lag= 19.4 min Discarded = 0.05 ds @ 12.47 hrs, Volume= 6,081 d Primary = 1.36 ds @ 12.47 hrs, Volume= 10,800 d Routed to Reach 2R : Offsile Southeast Secondary = 0.00 ds @ 0.00 hrs, Volume= 0 d Routed to Reach 2R : Offsite Southeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Peak Elev= 963.59' @ 12.47 his Surt.Area= 3,986 sf Storage= 9,172 d Plug -Flow detention time= (not calculated: curlew precedes inflow) Center -of -Mass det. time= 554.3 min ( 1,324.1 - 769.7 ) Volume Invert Avail.Storage Storage Description #1 960.00' 36,766 at Custom Stage Data (Prismatic) Listed below (Recalc) Device Routine Invert Outlet Devices #1 Primary 962,00' 15.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 962.00' / 961.00' S= 0.0435'r Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 965.70' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 962.00' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir Flow at low heads #4 Device 1 963,00' 8.0" Vert. 8" Orifice C= 0.600 Limited to weir Flow at low heads #5 Secondary 966.62' 15.5' long x 6.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coe(. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2S6 2.66 2.67 2.69 2.72 2.76 2.83 #6 Discarded 960.00' 0.500 in/hr Exflllmtion over Surface area Somerset Storage - Proposed MSE 24-hr 3 2-Year Rainfall=2.82" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCAD@ 10.20-2f sin 01934 @ 2022 HVdroCAD Software Solutions LLC Pace 21 imad OutFlow Max=0.05 cfs @ 12.47 hrs HW=963.59' (Free Discharge) 7Exfiltration (EAltration Controls 0.05 cfs) dmary OutFlow Max=1.36 cfs @ 12.47 his HW=963.59' TW=0.00' (Dynamic Tailwater) Culvert (Passes 1.36 cfs of 5.81 cfs potential Sow) 2-Sharp-Created Rectangular Weir ( Controls 0.00 cfs) 3=4" Orifice (Orifice Controls 0.50 cfs @ 5.75 fps) -8" Orifice (Orifice Controls 0.86 cfs @ 2.62 fps) ecendary OutFlow Max-0.00 cfs @ 0.00 Inns HW=960.00' TW=0.00' (Dynamic Tailwater) Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Somerset Storage - Proposed MSE24-hr3 10-Year Ramfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD®10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 22 Time span=0.00-240.00 hm, dt=0.01 Inns, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv. Reach routing by Dyn-Slor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=49,803 sf 31.96% Impervious Runoff Depth=2.32" Flow Length=172' Tc=5.5 min CN=71/100 Runoff=4.49 cis 9,635 A Subcatchment B: Runoff Area=110,273sf 59.13%Impervious Runoff Depth=2.96" Flow Length=159' Tc=8.0 min CN=73/98 Runoff=11.29 cfs 27,171 cf Subcatchment C: Runoff Area=12,280 sf 0.00%Impervious Runoff Depth=1.6V Flow Length=10T Slope=0.1200'f Tc=7.4 min CN=73/0 Runoff=0.79 cfs 1,652 cf Subcatchment D: Runoff Area=525 sf 0.00% Impervious Runoff Depth=1.68" Flow Length=12' Slope=0.0500 P Tc=1.9 min CN=74/0 Runoff=0.04 cfs 74 cf Reach IR: To Wetland Inflow=4.49 cfs 9,635 cf Oufflow=4.49 cfs 9,635 cf Reach 211: Offshe Southeast Inflow=2.86 cfs 22,527 cf Outflow=2.86 cfs 22,527 of Pond 1P: Infiltration Basin Peak Elev=964.63' Storage=13,782 cf In0cw=11.29 cfs 27,171 cf Discarded=0.06 cfs 6,370 cf Primary=2.57 cfs 20,801 c1 Secondary=0.00 cis 0 cf Oufflaw=2.63 cfs 27,171 ci Total Runoff Area = 172,881 sf Runoff Volume = 38,532 cf Average Runoff Depth = 2.67" 53.08%Pervious =91,761 sf 46.92% Impervious = 81,120 sf Somerset Storage - Proposed MSE24-hr3 10-Year Rawfaft-4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCA0010.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 23 Summary for Subcatchmerd A: Runoff = 4.49 ds @ 12.13 hrs, Volume= 9,635 of, Depth= 2.32" Routed to Reach 1 R : To Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.12" Area (sf) CN Description 11.971 74 >75 % Grass cover, Good, HSG C 21.917 70 Woods, Good, HSG C ' 15.915 100 Wetland Area 5 100 To Length Slope Velocity Capacity Description Range n= 0.130 P2= 2.81" 1.2 72 0,1530 0.98 Shallow Concentrated Flow, Forest w/Heavv Litter Kv= 2.5 fps 5.5 172 Total Somerset Storage - Proposed MSE24-hr3 10-Year Rawfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCA0010.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Pace 24 Summary for Subcatchment B: Runoff = 11.29 ds @ 12.15 hrs, Volume= 27,171 of, Depth= 2.96" Routed to Pond 1 P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.12" 38.965 98 Proposed Pavement 26.240 98 Proposed Building 35.558 74 >75% Grass cover, Area To Length Slope Velocity Capacity Description (min) (feet) (R/R) M/sec) (of$) 2.4 36 0.2500 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 5.4 64 0.1094 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.2 59 0.1864 6.48 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 ins 8.0 159 Total Somerset Storage - Proposed MSE24-hr3 10-Year Rawfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Pace 25 Summary for Subcatchment C: Runoff = 0.79 ds @ 12.15 hrs, Volume= 1,652 cf, Depth= 1.61" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.12" To Length Slope Velocity Capacity Description (min) (feet) (R/R) (R/sec) (of$) 7.4 100 0.1200 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Somerset Storage - Proposed MSE24-hr3 10-Year Rawfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 26 Summary for Subcatchment D: Runoff = 0.04 ds @ 12.10 hrs, Volume= 74 of, Depth= 1.68" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.12" Area (sf) CN Description 525 74 >75 % Grass cover, Good, HSG C 525 74 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (R/R) (R/sec) (of$) 1.9 12 0.0500 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Somerset Storage - Proposed MSE24-hr3 10-Year Rainfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCAD010.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Peas 27 Summary for Reach 1R: 7o Wetland Inflow Area 49,803 sf, 31.96% Impervious, Inflow Depth= 2.32" for 10-Year event Inflow = 4.49 cfs @ 12.13 hrs, Volume= 9,635 cf Outflow = 4.49 cis @ 12.13 hrs, Volume= 9,635 cf, Aaen= 0 , Lag= 0.0 min Routing by Dyn-Slor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Proposed MSE24-hr3 10-Year Rainfaft-4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 02022 HvdroCAD Software Solutions LLC Peas 28 Summary for Reach 2R: Offsits Southeast Inflow Area 123,078 sf, 52.98% Impervious, Inflow Depth= 2.20" for 10-Year event Inflow = 2.86 cfs @ 12.21 hrs, Volume= 22,527 of Outflow = 2.86 cis @ 12.21 hrs, Volume= 22,527 of, Aden= 0 , Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Proposed MSE24-hr3 fO-Year Rainfall=4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD1v10.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Pace 29 Summary for Pond IP: Infiltration Basin Inflow Area 110,273 at, 59.13%Impervious, Inflow Depth= 2.96" for 10-Year event Inflow = 11.29 ds @ 12.15 hrs, Volume= 27,171 d Outflow = 2.63 ds @ 12.43 hrs, Volume= 27,171 d, Atten= 77%, Lag= 16.5 min Discarded = 0.06 ds @ 12.43 hrs, Volume= 6,370 d Primary = 2.57 ds @ 12.43 hrs, Volume= 20,801 d Routed to Reach 2R : Offsile Southeast Secondary = 0.00 ds @ 0.00 hrs, Volume= 0 d Routed to Reach 2R : Offsile Southeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Peak Elev= 964.63' @ 12.43 his Surt.Area= 4,913 sf Storage= 13,782 d Plug -Flow detention time= (not calculated: curlew precedes inflow) Center -of -Mass det. time= 382.2 min ( 1,148.0 - 765.8 ) Volume Invert Avail.Storage Storage Description #1 960.00' 36,766 d Custom Stage Data (Prismatic) Listed below (Recalc) Device Routine Invert Outlet Devices #1 Primary 962,00' 15.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 962.00' / 961.00' S= 0.0435'r Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 965.70' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 962.00' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir Flow at low heads #4 Device 1 963,00' 8.0" Vert. 8" Orifice C= 0.600 Limited to weir Flow at low heads #5 Secondary 966.62' 15.5' long x 6.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coe(. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2S6 2.66 2.67 2.69 2.72 2.76 2.83 #6 Discarded 960.00' 0.500 in/hr Exflllmtion over Surface area Somerset Storage - Proposed MSE 24-hr 3 10-Year Rahafaft-4.12" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCAD®10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 30 iscemost OutFlow Max=0.06 cfs @ 12.43 hrs HW=964.63' (Free Discharge) 7=Exfiltration (Estimation Controls 0.06 cfs) dmary OutFlow Max=2.57 cfs @ 12.43 hrs HW=964.63' TW=0.00' (Dynamic Tailwater) Culvert (Passes 2.57 cfs of 8.37 cfs potential Sow) 2-Sharp-Created Rectangular Weir ( Controls 0.00 cfs) 3=4" Orifice (Orifice Controls O.66 cfs @ 7.56 fps) -8" Orifice (Orifice Controls 1.91 cfs @ 5.48 fps) ecendary OutFlow Max-0.00 cfs @ 0.00 Inns HW=960.00' TW=0.00' (Dynamic Tailwater) Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Somerset Storage - Proposed MSE24-hr3 100-Year Rainfalf=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD u 10.20-2f sin 01934 ® 2022 HvdrOCAD Software Solutions LLC Pace 31 Time span=0.00-240.00 hm, dt=0.01 Inns, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Slor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment A: Runoff Area=49,803 sf 31.96% Impervious Runoff Depth=4.67" Flow Length=172' Tc=5.5 min CN=71/100 Runoff=9.23 cfs 19,392 cf Subcatchment B: Runoff Area=110,273 sf 59.13%Impervious Runoff Depth=5.50" Flow Length=159' Tc=8.0 min CN=73/98 Runoff=20.97 cfs 50,564 cf Subcatchment C: Runoff Area=12,280 sf 0.00%Impervious Runoff Depth=3.84" Flow Length=10T Slope=0.1200'f Tc=7.4 min CN=73/0 Runoff=1.88 cfs 3,930 cf Subcatchment D: Runoff Area=525 sf 0.00% Impervious Runoff Depth=3.95" Flow Length=l2' Slope=0.0500'f Tc=1.9min CN=74/0 Runoff=0.10cfs 173cf Reach 1R: To Wetland Inflow=9.23 cfs 19,392 cf Oufflow=9.23 cfs 19,392 of Reach 211: Offshe Southeast Inflow=8.85 cfs 47,825 cf Oufflow=8.85 cfs 47,825 cf Pond 1P: Infiltration Basin Peak Elev=966.19' Storage=22,619 cf Inffow=20.97 cfs 50,564 cf Discarded=0.07cfs 6,842cf Primary=8.10cfs 43,722cf Secondary=O.00cfs Ocf Oudlcw=8.17cfs 50,564cr Total Runoff Area = 172,881 sf Runoff Volume = 74,059 ef Average Runoff Depth = 5.14" 53.O80/6Pervious =91,761 sf 46.92% Impervious = 81,120 sf Somerset Storage - Proposed MSE24-hr3 100-Year Rainfaff=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD®10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 32 Summary for Subcatchmerd A: Runoff = 9.23 ds @ 12.13 hrs, Volume= 19,392 of, Depth= 4.67" Routed to Reach 1 R : To Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.89" Area (sf) CN Description 11.971 74 >75 % Grass cover, Good, HSG C 21.917 70 Woods, Good, HSG C ' 15.915 100 Wetland Area 5 100 To Length Slope Velocity Capacity Description Range n= 0.130 P2= 2.81" 1.2 72 0,1530 0.98 Shallow Concentrated Flow, Forest w/Heavv Litter Kv= 2.5 fps 5.5 172 Total Somerset Storage - Proposed MSE24-hr3 100-Year Rainfaff=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCA0010.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 33 Summary for Subcatchment B: Runoff = 20.97 ds @ 12.15 hrs, Volume= 50,564 cf, Depth= 5.50" Routed to Pond 1 P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Perviousflmperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.89" 38.965 98 Proposed Pavement 26.240 98 Proposed Building 35.558 74 >75% Grass cover, Area To Length Slope Velocity Capacity Description (min) (feet) (R/R) M/sec) (of$) 2.4 36 0.2500 0.25 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 5.4 64 0.1094 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 0.2 59 0.1864 6.48 Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 ins 8.0 159 Total Somerset Storage - Proposed MSE24-hr3 100-Year Rainfaff=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydrOCAD 10.20-2f sin 01934 ® 2022 HydroCAD Software Solutions LLC Pace 34 Summary for Subcatchment C: Runoff = 1.88 ds @ 12.15 hrs, Volume= 3,930 of, Depth= 3.84" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.89" To Length Slope Velocity Capacity Description (min) (feet) (R/R) (R/sec) (of$) 7.4 100 0.1200 0.22 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Somerset Storage - Proposed MSE24-hr3 100-Year Rainfaff=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 ® 2022 HvdroCAD Software Solutions LLC Pace 35 Summary for Subcatchment D: Runoff = 0.10 ds @ 12.10 hrs, Volume= 173 of, Depth= 3.95" Routed to Reach 2R : Offsile Southeast Runoff by SCS TR-20 method, UH=SCS, Split Perviousflmperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=6.89" Area (sf) CN Description 525 74 >75 % Grass cover, Good, HSG C 525 74 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (R/R) (R/sec) (of$) 1.9 12 0.0500 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" Somerset Storage - Proposed MSE24-hr3 100-Year Rainfall=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD010.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 36 Summary for Reach 1R: To Wetland Inflow Area 49,803 sf, 31.96% Impervious, Inflow Depth= 4.6T for 100-Year event Inflow = 9.23 cfs @ 12.13 hrs, Volume= 19,392 of Outflow = 9.23 cis @ 12.13 hrs, Volume= 19,392 of, Aaen= 0 , Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Proposed MSE24-hr3 100-Year Rainfall=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydroCADO 10.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Peas 37 Summary for Reach 2R: Offsite Southeast Inflow Area 123,078 sf, 52.98% Impervious, Inflow Depth= 4.66" for 100-Year event Inflow = 8.85 cfs @ 12.29 hrs, Volume= 47,825 of Outflow = 8.85 cfs @ 12.29 hrs, Volume= 47,825 of, Aden= 0 , Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Somerset Storage - Proposed MSE24-hr3 100-Year Rainfall=6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HvdroCAD1v10.20-2f sin 01934 02022 HVdroCAD Software Solutions LLC Pace 38 Summary for Pond IP: Infiltration Basin Inflow Area 110,273 at, 59.13%Impervious, Inflow Depth= 5.50" for 100-Year event Inflow = 20.97 ols @ 12.15 hrs, Volume= 50,564 cf Outflow = 8.17 cis @ 12.30 hrs, Volume= 50,564 cf, Aren= 61 %, Lag= 9.2 min Discarded = 0.07 ols @ 12.30 hrs, Volume= 6,842 cf Primary = 8.10 cis @ 12.30 hrs, Volume= 43,722 cf Routed to Reach 2R : Offsile Southeast Secondary = 0.00 cis @ 0.00 hrs, Volume= 0 cf Routed to Reach 2R : Offsile Southeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-240.00 hrs, dl= 0.01 hrs Peak Elev= 966.19' @ 12.30 his Surt.Area= 6,422 sf Storage= 22,619 cf Plug -Flow detention time= (not calculated: curlew precedes inflow) Center -of -Mass det. time= 247.3 min ( 1,007.6 - 760.3 ) Volume Invert Avail.Storage Storage Description #1 960.00' 36,766 cf Custom Stage Data (Prismatic) Listed below (Recalc) Device Routine Invert Outlet Devices #1 Primary 962,00' 15.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 962.00' / 961.00' S= 0.0435'r Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 965.70' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 962.00' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir Flow at low heads #4 Device 1 963,00' 8.0" Vert. 8" Orifice C= 0.600 Limited to weir Flow at low heads #5 Secondary 966.62' 15.5' long x 6.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coe(. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2S6 2.66 2.67 2.69 2.72 2.76 2.83 #6 Discarded 960.00' 0.500 in/hr Exflllmtion over Surface area Somerset Storage - Proposed MSE24-hr3 100-Year Rainfalt-6.89" Prepared by Larson Engineering Of MN Printed 9/13/2023 HydrOCAD®10.20-2f sin 01934 ® 2022 HVdroCAD Software Solutions LLC Pace 39 iscerded OutFlow Max=0.07 cfs @ 12.30 hrs HW=966.19' (Free Discharge) 7=Exfiltration (EAltration Controls 0.07 cfs) dmary OutFlow Max=8.09 cfs@12.30 hrs HW=966.19' TW=0.00' (Dynamic Tailwater) Culvert (Passes 8.09 cfs of 11.16 cfs potential Sow) 2-Sharp-Crested Rectangular Weir (Weir Controls 4.41 cfs @ 2.29 fps) 3=4" Orifice (Orifice Controls 0.84 cfs @ 9.66 fps) -8" Orifice (Orifice Controls 2.84 cfs @ 8.14 fps) ecendary OutFlow Max-0.00 cfs @ 0.00 Inns HW=960.00' TW=0.00' (Dynamic Tailwater) Broad -Crested Rectangular Weir ( Controls 0.00 cfs) PS thrum Catchment Model. Version 35 Case Somerset Sunge EmWng.pk ride Wmersetsmage &istirq Pi MspW95.psy Pi rumNiu p File Dlrecmry P:WrgecLLll'i-W23tl3Ri Casa Tgle Smrereat Storage Eusting Case File Smrerwt_Smmga Exlatirg.p& Partde File num».pep TempmWre File MM6005bm Strom File MMN4M5.pap Preaip Smle Fasi 1 Watersheds z Dnlcea 1 Pai 5 WO Ccnwrrenb Still Dab 03I13M Keep Dab WI1391 Stop Daft 11roare5 310111) Court No Taal Fmrre 40875 Wa Hoare 4797 Pwip (in) IN Rain (in) 13a Si (in) 10 srwmnelt (in) 10 EvaWTmnfln) 105 Drerall TS3 Removal(%) 0 Water Balame E"q%) 0 TS3 Man Babnw Error (%) 0 Run Dab Oli Alai 0311351 Frei 150.3 IaelDab I1IOClaS li 134.47 Events no Snisear) 1581 TdalWe WK575 ToblYm d.& PS Man Cake WM. Va uun 35 Run MI&M Gse SamveelsbMs ExMng.pft FiMOOe 0&1391 Mcip)in) 1503 Tlde Same tSMepe ExKting L so 11IM95 Raln(h) 1MA7 PmFle MWN95.g Events 3w Snv n) 1551 PWRW nurl Op TablHm 9 675 Towffm d." IST5 ens. Carnrauon Factor Season Stan Month Mtec�eM Molslum fmEltlon M1GII Main Eeasm 1.w 2 .10 Wa"W 0.b Wasserman Nam Runoff to Device InAltacan b Oavlw WatwNM Area ARHm, West) Tarel Runoff anti Soups Total Runoff t) 11596 1.]W3 6C6 once Nurox(Pervloas) ictle racmr to- Pervious FiurcX Loved Indirectly Connecletl Impact Function ]t 71 1 1 0 0 Unswapl Impervious Fraction UnSMpi Oegesaon Storage(Ienhes) UnSvepl lmlrerv. Rune CwNclenl IlnSwepl scats return to PeNcle Iola 0.1617 0 OM 0M 1 1 0 I None Impervious Fraaam ii Depression stoma¢ arches) mio In pact. Ri Cceltitlam Svepl Sure Faoor far Pari LmOe Sxeepng Four Suaepin9 Efficiency ismong start Date(MMOD) meeong stop Date(MMDD) 0 0 O.M 0M I I 1 1 0 0 1 1 101 101 IMI 12% PNtla Ca PaWe Flk nWW..Op PMtle Cleaa PO% P10% mm P50% POM Fl4allcn Elllclanry (%) 6ewing vemclry(iMr) P19l Omer Ceeey Rem(11day) me Omer Oemy(veayppm) 80 100 103 103 103 0 003 03 15 15 a 0 0 0 0 0 0 0 0 0 Imparvlwa Randl cam(pW) Parvicus RUM Cmc(ppm) Pwvicus Dam Exp Accu Rale(Ibfe q) Panlde Removal Raie(1/Eay) Waabo0 Coe01denl Wash Exponar Sreeper EMnerry 1 0 0 0 0 1 100 1W I 300 0 1 1 1 1 0 115 135 175 &S 0 of 00 00 00 0 A 91 W W 0 R R Y R 0 0 0 5 15 W aim QutlXy Garpmenl Ced Cmn{a T86 TP iKN W 19 ZN XC QvW4Cmetle(pW) bvelI gel z 01 Cmbnl SWeFades I 1 I 1 I 1 I 1 I 1 II 1 Palkle Cdnpcxl(mg&g) �P0% 0 WOW 00WW 13PU. 31p0 01W0 RSCWO I low" I 3M I loom I Sao I iW I 1500 I 2z500 I F,,l� Will flilm si fillip hill k,,, F4l,5A W,,,, Llll i liolig. Fi,,lif %,,Aff L,,,j ElFb, E,d, lPlllkp Fill um ,,u v,p,q,, Ni lwl� I=" cw Fixcr F4," mm cl,,F FIKACR IIN'DE5 mmm m A(01&18W�q �l .,,l,.rr 71 1,1 1 1111, 10 1 1 1 Ill 1 1 ill ill, 1 lqc1f"l�`llll 1 )a2 =Ri 71 0 ow 1 0 ow 1 1 0 0 m I 1 101 1231 1 PO Mm �h� �. V� 3 P�F� M,�� P�ft ,W^ wnml� N,I,, T�mmff RM W,, �� Tm 01 �wd l4w, mw 4 mw��m sw 4� 09�� 4 � lo�� w 4 U i2wmm� 5 � 4 � wm �mw (%) On 0 w Flh� �1�1 P�(1,) 1�s 11�5 �W IUA? ��In) 15M T� 4W?6 Tmyl 4m P10% P� M% M �N M HC lo� lom 1065 21.n �2a 0 m 3M 0 M OM 032 2 a 1065 lom 1065 21 N M23 am 301 om ow 032 2M lom lo� 1066 21.� �23 0 m 30 0 M O.M 032 Z� lom Mm 1065 21 n �2a �m 1� 0 � "Z Z� lo�ffi iol� 1065 21� �2s olm 101 0 M 0�2 zM om 0 N 000 On 000 0 N om 0 w O.M ow �w PS Urnan Catchment Model, Version 35 Case Somerset 9bmge Proposed p& True Somerset Storage Proposed PrecFile WoSM)5.m ParlFlle nurp50.pBp nle Directory P:1Progcts\Pralects 2023\12238114-Somerset Storage Garagil OealgnlCelculatlons\PI31 Case The Somerset Storage Proposed Case File Somerset Stial Proposed.p3c Inside File nurp50.p8p Temperature File WP5095 term Strom File MV505.lteg Preclp Scale Factor 1 Walersi Devices parl WQ Components PS Man Caleb WM, Var 35 Gse Somvser5mms Propastl.p8c Title Samaser 5mrepe Pmpastl PmFle MWN95.g PWFiW nurl Op ens. Celibratlon Fe r Season SW Monty MkctleM Molsrumf dlfion MIGII Main Eeacm i.w 210 Wa"W 0.b Waterman Nam Runoff to Device IM14acan b DBrlw WatwNM Area B Infiltration Basin 25315 6C6 CLrva Nurox (Pervlou¢) Seas racmr to- Parvlous Ri Load Indirectly connected Impact Function ]< I 0 Un3wap11mPon'uaa Fraction Uni Oepre¢¢on Storage(ir"Fe¢) UnSvepl Irma". Ri CoaMclent UnSwapl Scala Pocbr to PeNrlelmis 0.5913 0W 1 I swept Impervious wanton ii Depression storage arches) swept Inperv. Ri CaelriaemS pl Sul, Factor far Pari Lwd¢So,ai Framy Somong EMclencySkimp ng Start D ne (MMDD)m eong Stop Date(MNDER 0 din, PNtla Ca PaWe Flk nWW..Op PMtle Cleaa PO% P10% mm P50% POM Fl4allcn Elllclanry (%) 6ewing vemclry(iMr) P19l Omer Ceeey Rem(11day) me Omer Oemy(veayppm) 80 100 103 103 103 0 003 03 15 15 a 0 0 0 0 0 0 0 0 0 Imparvlwa Randl cam(pW) Parvicus RUM Cmc(ppm) Pwvicus Dam Exp Accu Rale(Ibfe q) Panlde Removal Raie(1/Eay) Waabo0 Coe01denl Wash Exponar Sreeper EMnerry 1 0 0 0 0 1 100 1W I 300 0 1 1 1 1 0 115 135 175 &S 0 of 00 00 00 0 A 91 W W 0 R R Y R 0 0 0 5 15 W aim QutlXy Garpmenl Ced Cmn{a T86 TP iKN W 19 ZN XC QvW4Cmetle(pW) bvelI gel z 01 Cmbnl SWeFades I 1 I 1 I 1 I 1 I 1 II 1 Palkle Cdnpcxl(mg&g) �P0% 0 WOW 00WW 13PU. 31p0 01W0 RSCWO I low" I 3M I loom I Sao I iW I 1500 I 2z500 I TON M *� *N W)w o�. ",„ ,. � , a ON , , o ae , o, 123I iim Smmlmm w.m �=m.nft wroiw �ew.,Ps v.nini13447 s.sw "Www Tw awre .d,y, 4a W"uw. ay. tee. aw• Mwt -� .,umww 1.=w.w.k .wW Rw,wM) o.w rs.w was law wai w.eI w.re l"I ww wm W2 w.w e.v State of Wisconsin DEPARTMENT OF NATURAL RESOURCES West Central Region Headquarters 1300 W. Clalremont Ave Eau Claire, WI 64701 September 11, 2023 C.J. Randazzo JACC Capital Site 3502 Novak Avenue Stillwater MN 55082 Via email: cjtandazwQgmail.com Tony Evers, Governor Adam N. Payne, Secretary Telephone (715)8393700 Toll Free 1-e80-9367453lu T11 SUBJECT: Covemge Under WPDES General Permit No. WI-S06/831-06: Construction Site Storm Water RmoR Penmince Name: JACC Capital Site Site Name: JACC Capitol Garages FIN: 89725 IARTi2�itlit1A The Wisconsin Department of Natural Resources received you Water Resources Application for Project Permits or Notice of Intent, on August 09, 2023, for the JACC Capitol Garages site and has evaluated the information provided regarding storm water discharges Rom your construction site. We have determined Unit your construction site activities will be regulated under ch. 283, Wis. Stars., ch, NR 216, Wis. Adm. Code, and in accordance with Wisconsin Pollutant Discharge Elimination System (WPDES)General Permit No. WI-W6/831-06, Construction Site Smrm Water Runoff. All erosion control and storm water management activities undertaken at the site most be done in accordance with the terms and conditions of the general permit. The Sun Date efferent coverage for this site is September 11, 2023. The maximum period of permit coverage for this site is limited to 3 years from the Start Date. Therefore, permit coverage amomatically expires and terminates 3 years from the Stan Date and storm water discharges are no longer authorized unless mother Notice of Intent and application fee m retain coverage under this permit or a reissued version of &a permit is submitted to the Department 14 working days prior to expiration. A copy of the general permit along with extensive storm water information including technical standards, forms, guidance and other documents is accessible on the Departments storm water program Internet site. To obmin a copy of the general permit, please download it and the associated documents listed below from the following Department Internet site: hUD://dnr.wLeov/tonic/stormwater/constructioWform&html • Contraction Site Storm Water fail WPDES general permit No. WI-SO67831-06 • Construction site inspection report form • Notice of Termination form If, for my reason, you are unable to access these documents over the Internet, please contact me and I will send them to you. To come compliance with the general permit, please read it carefully and be sue you understand its contents. Please take special time of the following requirements (This B not a complete list of the terns and conditions of the general permit): 1. The Construction Site Erosion Control Plan and Storm Water Management Plan that you completed prior to submitting you permit application most be implemented and maimminnd throughout construction. Failure to do so may result in enforcement action by the Department. dnr.mgov F� materialNaturally WISCONSIN ar 2. The general permit requires that erosion and sediment controls be routinely inspected at least every 9 days, and within 24 bours after a rainfall event of0.5 inches or greater. Weekly written reports of all inspections must be maintained. The reports most contain the following infomtation: a. Date, time, and exact place of inspection; b. Name(s)of individual(s) performing inspection; a An assessment of the condition of erosion and sediment controls; d. A description of any erosion and sediment control implementation and maintenance pert rmsel; e. A description of the site's present phase of construction. 3. ACertNcate of Permit Coverage must be posted in a conspicuous place on the construction site. The Certificate of Permit Coverage (WDNR Publication # WT-813) is enclosed for your use. 4. When construction activities have ceased and the site has undergone final stabilization, a Notice ofTemrimation (NOT) of coverage coder the general permit must be submitted on the Department. It is important that you rend and understand the terms and conditions of the general permit because they have the force of law and apply to you. Your project may lose its Permit coverage if you do not comply with its terms and conditions. The Department may also withdraw, your project from coverage under the general permit and require that you obtain an individual WPDES permit instead, based on the Departments own motion, upon the filing of a wnren petition by any person, or upon your request. If you believe that you have a right to challenge this decision to grant permit coverage, you should know that the Wisconsin statutes and administrative tales establish time periods within which requests in review Department decisions must be filed. For judicial review of decision Panamint to ss. 220.52 and 227.53, Wis. Stats., you have 30 days after the decision is mailed, or otherwise served by the Depamnent, to file you petition with the appropriate circuit court and serve the petition on the Ueparhnent. Such a petition forjudicial review most name the Department ofNaturnl Resources as the respondent. To request a contested case hearing Pursuant to s. 227.42, Wis. Scats., you have 30 days after the decision is mailed, or otherwise served by the Department to serve a petition for hearing on the Secretary of the Department of Natural Resources. All requests for contested case hearings must be made in accordance with s. NR 2.05(5), Wis. Adm. Cade, and served on the Secretary m accordance with s. NR 2.03, Wis. Adm. Code. The filing of a request for a contested case hearing is not a prerequisite forjudicial review and does not extend the 30 day period for filing a petition for judicial review. Thank you for your cooperation with the Construction Site Storm Water Discharge Permit Program. If you have any questions concerning the contents of this letter or the general permit, please contact Michelle Asher at (915) 829-5344. Sincerely, p�� Teagan Wagner Northern & West Central Region Storm Water Program ENCLOSURE: Certificateof Pemdt Coverage Page 2 wuoxsix OEVi.Or HgtUFIL R[SOURCB UNDER THE WPDES CONSTRUCTION SITE STORM WATER RUNOFF PERMIT Permit No. WI-SO67831-06 Under s. NR 216.455(2), Wis. Adm. Code, landowners of construction sites with storm water discharges regulated by the Wisconsin Department of Natural Resources (WDNR) Storm Water Permit Program are required to post this certificate in a conspicuous place at the construction site. This certifies that the site has been granted WDNR storm water permit coverage. The landowner must implement and maintain erosion control practices to limit sediment -contaminated runoff to waters of the state in accordance with the permit. EROSION CONTROL COMPLAINTS should be reported to the WDNR Tip Line at 1-800-TIP-WDNR (1-800-847-9367) Site Name: JACC Capital Garages Address/Location: 273 Anderson Scout Camp Trail Town of SOMERSET Landowner's Contact Person: C.J. Randazzo Contact Telephone Number: (651) 472-3892 Permit Start Date: September 11, 2023 By: