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09-02-2025 PC Agenda itemPlanning Commission Item September 2, 2025 Item Consider Site Plan and Variances for a Memory Care Facility at 1620 Arboretum Blvd (#25-10) File No.25-10 Item No: B.2 Agenda Section PUBLIC HEARINGS Prepared By Rachel Jeske, Planner Applicant Fusion - AE Present Zoning High Density Residential District (R-16) Land Use Residential High Density Acerage 3.5 Density 13.38 units/acre Applicable Regulations Chapter 20, Article II, Division 3, Variances Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article XV, Division 2 “R-16” District Chapter 20, Article 20-XXIII, Division 20-XXIII-9 Design Standards for Multifamily Developments Chapter 20, Article 20-VI, Wetland Management District Chapter 20, Article 20-VII, Shoreland Management District SUGGESTED ACTION “The Chanhassen Planning Commission recommends approval of the requested site plan with variances for the 42-bed Eden Springs Assisted Living & Memory Care facility subject to the conditions of approval and adopts the attached Findings of Fact and Decision.” SUMMARY The Applicant is requesting a site plan review and approval of variances for a 42-bed memory care 35 project with wetland and parking setback encroachments. BACKGROUND The city has previously received, reviewed, and approved an application for this site which allowed for the construction of 48-unit memory care facility. This project also requested the similar variances, which were approved as recommended by staff. DISCUSSION RECOMMENDATION Staff recommends approval of the requested site plan and variances for the construction of the project as proposed subject to updating of plans based on staff review comments. ATTACHMENTS Land Use Application Project Narrative Civil and Landscape Plan Set Architectural Plans Stormwater Report City Staff Report Findings of Fact MnDOT Comments Public Comments Affidavit of Mailing Affidavit of Publication 36 37 38 Eden Springs – Plan Review Application – Project Narrative 6442 City West Parkway, Suite 300, Eden Prairie, MN 55344 Project Summary Eden Springs is a proposed assisted living facility with memory care, located at 1620 Arboretum Boulevard in Chanhassen. At 3.5 acres, this submittal proposes to build two 11,688 square foot custom homes in two phases, each accommodating 21 senior residents, that will be connected by a hallway. These homes will be situated on the property in a way that is inviting to families and a pleasant sight for the community. The property is adjacent to Lake Ann Park and will integrate well into the area with minimal noise or disruption to traffic. Each building represents a Phase of construction, the first starting as soon as possible, and the second following after the first is filled with residents. We believe this project is an excellent opportunity to provide substantial benefits to the City of Chanhassen. By offering an excellent quality of life for seniors, this project can create employment opportunities for locals, and generate reliable tax revenue for the city. Zoning and Code Information Building Code · Assisted Living with Dementia Care, I-2 Condition 1. · Type VA construction. · Sprinklered - Full NFPA 13. · The two buildings will be separated per the MN Building Code requirements with an enclosed hallway, the technical term being a pedestrian walkway. Square Footage of Building 1 and 2: 23,376 square feet Building 1: 11,688 SF Building 2: 11,688 SF Estimated Occupant Load: 150 (75 per building) 100 occupants in institutional sleeping areas 120 gross + 46 occupants in institutional inpatient treatment areas240 gross + 4 occupants in parking garages 200 gross 150 occupants Licensing Code · 2018 NFPA 101 Chapter 18 · An ALFMC license or licenses will be procured from the Minnesota Department of Health. · Two building addresses are required by the state for each building. Zoning Code Number of parking spaces required: 21 parking spaces 39 Eden Springs – Plan Review Application – Project Narrative 6442 City West Parkway, Suite 300, Eden Prairie, MN 55344 1 parking space per every 3 beds in a Continuing Care Facility + the number of employees on the largest shift: 42 beds / 3 = 14 parking spaces + 10 employees = 10 parking spaces 24 parking spaces required. 30 parking spaces provided 2 garage stall parking spaces + 28 surface parking spaces 30 parking spaces provided Projected Number of Employees: 21 These numbers are preliminary estimates, and they will likely change: Morning Shift: 7 Afternoon Shift: 7 Night Shift: 3 Kitchen Staff: 4 Shift change is staggered, with the maximum staff at any one time being 10. List of proposed hazardous materials, use and storage: None Rooftop Equipment: None The mechanical system proposed will be within the interior space of the building, and not visible to view from the road. There likely will be condensing units on grade between the buildings north of the connecting hallway. 40 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERC0.0TITLE SHEETEDEN SPRINGSCHANHASSAN, MINNESOTASITE LOCATIONSITE LOCATION MAPNISSUED FOR: CITY SUBMITTALPROJECT CONTACTSNAME & ADDRESSCONTACTCIVIL ENGINEERCIVIL SITE GROUP5000 GLENWOOD AVEGOLDEN VALLEY, MN 55422ANDERS MELBY612-615-0060AMELBY@CIVILSITEGROUP.COMLANDSCAPE ARCHITECTCIVIL SITE GROUP5000 GLENWOOD AVEGOLDEN VALLEY, MN 55422PATRICK SARVER612-615-0060PSARVER@CIVILSITEGROUP.COMPROPERTY OWNERARCHITECTFUSION ARHITECTURE ENGINEERING6442 CITY WEST PARKWAYEDEN PRAIRIE, MN, 55344ERIC REINERS952-996-9662EREINERS@FUSION-AE.COMSURVEYORCIVIL SITE GROUP5000 GLENWOOD AVEGOLDEN VALLEY, MN 55422RORY SYNSTELIEN612-615-0060 X 712RORY@CIVILSITEGROUP.COMGEOTECHNICALENGINEERHAUGO GEOTECHNICAL SERVICES2825 CEDAR AVE SMINNEAPOLIS, MN, 55407BRETT S. MAKI612-269-4027BMAKI@HAUGOGTS.COMREVISION SUMMARYDATEDESCRIPTIONKnow what'sbelow.before you dig.CallRLIGHTHOUSE HOMES, LLC168 PIONEER TRAIL, NO. 129CHASKA, MN, 55318DEENA LAUGEN612-643-1703DEENA@EDENSPRINGSMN.COM1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT"GOPHER STATE ONE CALL" (651-454-0002 OR 800-252-1166) FOR UTILITYLOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTORSHALL REPAIR OR REPLACE ANY UTILITIES THAT ARE DAMAGED DURINGCONSTRUCTION AT NO COST TO THE OWNER.2.CONTRACTOR SHALL CONFIRM THAT THE EXISTING CONDITIONS FORTHE SITE MATCH WHAT IS SHOWN ON THE DRAWINGS INCLUDED PRIORTO CONSTRUCTION.3.ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BYCODES AND/OR UTILITY SERVICES COMPANIES SHALL BE PERFORMEDPRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINALCONNECTION OF SERVICES.4.ALL GENERAL CONTRACTOR WORK TO BE COMPLETED (EARTHWORK,FINAL UTILITIES, AND FINAL GRADING) BY THE MILESTONE DATE INPROJECT DOCUMENTS.5.CIVIL SITE GROUP SHALL HAVE NO LIABILITY WHATSOEVER FOR ANYCOSTS ARISING OUT OF THE CLIENTS DECISION TO OBTAIN BIDS ORPROCEED WITH CONSTRUCTION BEFORE CIVIL SITE GROUP HAS ISSUEDFINAL, FULLY-APPROVED PLANS AND SPECIFICATIONS. THE CLIENTACKNOWLEDGES THAT ALL PRELIMINARY PLANS ARE SUBJECT TOSUBSTANTIAL REVISION UNTIL PLANS ARE FULLY APPROVED AND ALLPERMITS ARE OBTAINED.SHEET INDEXSHEET NUMBERSHEET TITLEC0.0TITLE SHEETC1.0REMOVALS PLANC2.0SITE PLANC2.1TURNING MOVEMENT AND WETLANDBUFFER DIAGRAMSC3.0GRADING PLANC4.0UTILITY PLANC5.0CIVIL DETAILSC5.1CIVIL DETAILSC5.2CIVIL DETAILSC5.3CIVIL DETAILSC5.4CIVIL DETAILSL1.0LANDSCAPE PLANL1.1LANDSCAPE PLAN NOTES & DETAILSSW1.0SWPPP - EXISTING CONDITIONSSW1.1SWPPP - PROPOSED CONDITIONSSW1.2SWPPP - DETAILSSW1.3SWPPP - NARRATIVESW1.4SWPPP - ATTACHMENTSSW1.5SWPPP - ATTACHMENTS41 Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)42" RCP (Per Rec)42" RCP (Per Rec)Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)42" RCP (Per Rec)42" RCP (Per Rec)CONSTRUCTIONLIMITSCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSREMOVE EXISTINGTREE AND BALLROOT, TYP.REMOVE EXISTINGTREE AND BALLROOT, TYP.EXISTING TREES TOREMAIN, PROVIDETREE PROTECTIONFENCING PERDETAIL SW1.2/4,TYP.REMOVE EXISTINGPAVEMENT AND BASEMATERIAL, TYP.REMOVE EXISTINGCURB AND GUTTER,TYP.EXISTING SIGN TOREMAIN, PROTECTDURINGCONSTRUCTION.RELOCATE SIGN ASNEEDED, CONFIRMWITH SIGN OWNER.PROTECT EX. POWER POLEDURING CONSTRUCTIONRELOCATE / REMOVESIGN, CONFIRM WITHSIGN OWNER.SB-8 (968)SB-1 (970)SB-2 (970)SB-3 (973)SB-4 (965)SB-5 (971)SB-6 (959)SB-7 (958)REMOVALS PLAN LEGEND:TREE PROTECTIONREMOVAL OF PAVEMENT AND ALL BASEMATERIAL, INCLUDING BIT., CONC., ANDGRAVEL PVMTS.TREE REMOVAL - INCLUDINGROOTS AND STUMPSCOPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERC1.0REMOVALS PLANREMOVE CURB AND GUTTER. IF INRIGHT-OF-WAY, COORDINATE WITH LOCALGOVERNING UNIT.REMOVAL NOTES:CITY OF CHANHASSAN REMOVAL NOTES:1.RESERVED FOR CITY SPECIFIC REMOVAL NOTES.1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONECALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TOCONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES THAT AREDAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2.SEE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) PLAN FOR CONSTRUCTION STORMWATER MANAGEMENT PLAN.3.REMOVAL OF MATERIALS NOTED ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH MNDOT,STATE AND LOCAL REGULATIONS.4.REMOVAL OF PRIVATE UTILITIES SHALL BE COORDINATED WITH UTILITY OWNER PRIOR TOCONSTRUCTION ACTIVITIES.5.EXISTING PAVEMENTS SHALL BE SAWCUT IN LOCATIONS AS SHOWN ON THE DRAWINGS OR THENEAREST JOINT FOR PROPOSED PAVEMENT CONNECTIONS.6.REMOVED MATERIALS SHALL BE DISPOSED OF TO A LEGAL OFF-SITE LOCATION AND INACCORDANCE WITH STATE AND LOCAL REGULATIONS.7.ABANDON, REMOVAL, CONNECTION, AND PROTECTION NOTES SHOWN ON THE DRAWINGS AREAPPROXIMATE. COORDINATE WITH PROPOSED PLANS.8.EXISTING ON-SITE FEATURES NOT NOTED FOR REMOVAL SHALL BE PROTECTED THROUGHOUTTHE DURATION OF THE CONTRACT.9.PROPERTY LINES SHALL BE CONSIDERED GENERAL CONSTRUCTION LIMITS UNLESS OTHERWISENOTED ON THE DRAWINGS. WORK WITHIN THE GENERAL CONSTRUCTION LIMITS SHALL INCLUDESTAGING, DEMOLITION AND CLEAN-UP OPERATIONS AS WELL AS CONSTRUCTION SHOWN ON THEDRAWINGS.10.MINOR WORK OUTSIDE OF THE GENERAL CONSTRUCTION LIMITS SHALL BE ALLOWED AS SHOWNON THE PLAN AND PER CITY REQUIREMENTS. FOR ANY WORK ON ADJACENT PRIVATE PROPERTY,THE CONTRACTOR SHALL OBTAIN WRITTEN PERMISSION FROM THE ADJACENT PROPERTY OWNERPRIOR TO ANY WORK.11.DAMAGE BEYOND THE PROPERTY LIMITS CAUSED BY CONSTRUCTION ACTIVITY SHALL BEREPAIRED IN A MANNER APPROVED BY THE ENGINEER/LANDSCAPE ARCHITECT OR INACCORDANCE WITH THE CITY.12.PROPOSED WORK (BUILDING AND CIVIL) SHALL NOT DISTURB EXISTING UTILITIES UNLESSOTHERWISE SHOWN ON THE DRAWINGS AND APPROVED BY THE CITY PRIOR TO CONSTRUCTION.13.SITE SECURITY MAY BE NECESSARY AND PROVIDED IN A MANNER TO PROHIBIT VANDALISM, ANDTHEFT, DURING AND AFTER NORMAL WORK HOURS, THROUGHOUT THE DURATION OF THECONTRACT. SECURITY MATERIALS SHALL BE IN ACCORDANCE WITH THE CITY.14.VEHICULAR ACCESS TO THE SITE SHALL BE MAINTAINED FOR DELIVERY AND INSPECTION ACCESSDURING NORMAL OPERATING HOURS. AT NO POINT THROUGHOUT THE DURATION OF THECONTRACT SHALL CIRCULATION OF ADJACENT STREETS BE BLOCKED WITHOUT APPROVAL BYTHE CITY PRIOR TO CONSTRUCTION ACTIVITIES.15.ALL TRAFFIC CONTROLS SHALL BE PROVIDED AND ESTABLISHED PER THE REQUIREMENTS OF THEMINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MMUTCD) AND THE CITY. THISSHALL INCLUDE, BUT NOT BE LIMITED TO, SIGNAGE, BARRICADES, FLASHERS, AND FLAGGERS ASNEEDED. ALL PUBLIC STREETS SHALL REMAIN OPEN TO TRAFFIC AT ALL TIMES. NO ROADCLOSURES SHALL BE PERMITTED WITHOUT APPROVAL BY THE CITY.16.SHORING FOR BUILDING EXCAVATION MAY BE USED AT THE DISCRETION OF THE CONTRACTORAND AS APPROVED BY THE OWNERS REPRESENTATIVE AND THE CITY PRIOR TO CONSTRUCTIONACTIVITIES.17.STAGING, DEMOLITION, AND CLEAN-UP AREAS SHALL BE WITHIN THE PROPERTY LIMITS AS SHOWNON THE DRAWINGS AND MAINTAINED IN A MANNER AS REQUIRED BY THE CITY.18.ALL EXISTING SITE TRAFFIC/REGULATORY SIGNAGE TO BE INVENTORIED AND IF REMOVED FORCONSTRUCTION SHALL BE RETURNED TO LGU.19.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONECALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TOCONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES THAT AREDAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.SEE SWPPP ON SHEETS SW1.0 - SW1.5EROSION CONTROL NOTES:CONSTRUCTION LIMITSREVISION SUMMARYDATEDESCRIPTIONPROPERTY LINE01" = 30'-0"30'-0"15'-0"NKnow what'sbelow.before you dig.CallROWNER INFORMATIONLIGHTHOUSE HOMES, LLC168 PIONEER TRAIL, NO. 129CHASKA, MN, 55318DEENA LAUGEN612-643-1703DEENA@EDENSPRINGSMN.COMWETLAND DELINEATION LINE42 Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Parcel ID: 250100900Address: 1680 W 78th StOwner: Trust for the Benefitof Joy M Gorra C/O Joy MGorra and Doris ButlParcel ID: 250110200Address: 1456 78th StOwner: City of Chanhassen30.0+/-32.0 +/- S01°20'39"W 200.00 N63°20'43"E 100.00N01°20'42"E 235.075.70S74°17'30"W326.13Δ=18°35'40"R=1004.93N87°06'49"W 228.9042" RCP (Per Rec)42" RCP (Per Rec)Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Parcel ID: 250100900Address: 1680 W 78th StOwner: Trust for the Benefitof Joy M Gorra C/O Joy MGorra and Doris ButlParcel ID: 250110200Address: 1456 78th StOwner: City of Chanhassen30.0+/-32.0 +/- S01°20'39"W 200.00 N63°20'43"E 100.00N01°20'42"E 235.075.70S74°17'30"W326.13Δ=18°35'40"R=1004.93N87°06'49"W 228.9042" RCP (Per Rec)42" RCP (Per Rec)SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLE25' PKG. STBK. (MIN.)SEE WETLAND BUFFER EXHIBIT ON C2.0 FORREQUIRED AND PROPOSED BUFFER AREASDO NOT ENCROACH ON WETLAND50' BLDG. STBK. (MIN.)NO PARKINGNO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSWETLAND BUFFER = MIN. 20'WATERCOURSE BUFFER = MIN. 30'MINIMUM SETBACK FROM BUFFER = 5'R15.0R15.012126.020.020.0R12.0 R 1 5 . 0 R 1 6 . 0R12.0R15.0R15.0SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLE26.0R1017.8R1043.8R15.0R50.0R3.0R15.0 R3.0R3.0R12.0R12.0R12.0R12.0R12 . 0 R1 2 . 0 R15.0R41.0R3.0R3.0R3.0R3 . 026.01426.030.0 62.4 98.7 79.9 50. 155.055.010.030.015.026.020.025.0 26.018.0(13) STALLS @ 9'=117.026.0(15) STALLS @ 9'=135.0 18.05.05.05.0 5.04.04.6 10.0HEAVY DUTY BIT.AT TRAIL CROSSINGCONC. DRIVEWAY APRON PERCITY STANDARD DETAIL 5208A,SHEET C5.2MATCH EX. C&GMONUMENT SIGN, FINALLAYOUT AND LOCATION PERSEPARATE SIGN SUBMITTALPROPOSED 100-YR HWLDRAINAGE & FLOWAGEEASEMENTCONTRACTOR SHALL SUBMITPROPOSED DEMOLITION,STAGING AND CLEAN-UPAREAS TO CITY.WETLANDBUFFER,TYP.WETLANDBUFFER,TYP.CONC. DRIVEWAY APRON PERCITY STANDARD DETAIL 5208A,SHEET C5.25X5 CONC.UTILITY PADADA PED. RAMPTRASH ENCLOSURESEE ARCHB612C&G, HVY. DUTY CONC. APRON ATGARAGE DOORS2X2 CONC. UTILITY PAD(S),FINAL NUMBER, LAYOUT, &SIZING PER MECH. PLANSCONC. WALKPVMT., TYP.LIMITED ACCESSGATEEXTERIOR PERGOLA/GAZEBO/TRELLIS SYSTEM,FINAL MAKE, MODEL, COLOR, & LAYOUT PERMANUF. SPECIFICATIONS & SHOP DRAWINGS HVY. DUTY CONC. APRON ATGARAGE DOORS5X5 CONC.UTILITY PADB612 C&GSTRIPEDCROSSWALKADA PARKINGSPACE, INCLUDESIGNAGE &STRIPING, SEEDETAILS, TYP.EXTERIOR PERGOLA/GAZEBO/TRELLIS SYSTEM,FINAL MAKE, MODEL, COLOR, & LAYOUT PERMANUF. SPECIFICATIONS & SHOP DRAWINGSRIBBONCURB,TYP.RIBBON CURBCONC. WALK/PVMT. -SPECIALTY PVMT. , TYP.RETAINING WALLDESIGNED BY OTHERS, TYP.HVY. DUTYPVMT., TYP.TRASHENCLOSURE(SEE ARCH.PLANS)MATCH EX. C&GMATCH EX.BIT. TRAILHEAVY DUTY BIT.AT TRAIL CROSSINGMATCH EX.BIT. TRAILMATCH EX. C&GMATCH EX. C&GMATCH EX.BIT. TRAILMATCH EX.BIT. TRAILLIMITED ACCESSGATEGRADEDSWALE, SEEGRADING FORELEVATIONSGRADED SWALE,SEE GRADING FORELEVATIONSEXTERIOR BENCHES & GARDEN ACCESSORIES,FINAL MAKE, MODEL, COLOR, & LAYOUT PERMANUF. SPECIFICATIONS & SHOP DRAWINGS,TYP.RETAINING WALL85.665.394.464.9 138.6137.7RETAINING WALLCOPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNER SITE LAYOUT NOTES:TRAFFIC DIRECTIONAL ARROW PAVEMENTMARKINGSSIGN AND POST ASSEMBLY. SHOP DRAWINGSREQUIRED.HC = ACCESSIBLE SIGNNP = NO PARKING FIRE LANEST = STOPCP = COMPACT CAR PARKING ONLYPROPERTY LINECURB AND GUTTER-SEE NOTES (T.O.) TIP OUTGUTTER WHERE APPLICABLE-SEE PLANCONSTRUCTION LIMITSTOCITY OF CHANHASSEN SITE SPECIFIC NOTES:1.RESERVED FOR CITY SPECIFIC SITE NOTES.ACCESSIBILITY ROUTE ARROW (IFAPPLICABLE) DO NOT PAINT.1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHERSTATE ONE CALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURSPRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANYUTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2.CONTRACTOR SHALL VERIFY LOCATIONS AND LAYOUT OF ALL SITE ELEMENTS PRIORTO BEGINNING CONSTRUCTION, INCLUDING BUT NOT LIMITED TO, LOCATIONS OFEXISTING AND PROPOSED PROPERTY LINES, EASEMENTS, SETBACKS, UTILITIES,BUILDINGS AND PAVEMENTS. CONTRACTOR IS RESPONSIBLE FOR FINAL LOCATIONSOF ALL ELEMENTS FOR THE SITE. ANY REVISIONS REQUIRED AFTER COMMENCEMENTOF CONSTRUCTION, DUE TO LOCATIONAL ADJUSTMENTS SHALL BE CORRECTED AT NOADDITIONAL COST TO OWNER. ADJUSTMENTS TO THE LAYOUT SHALL BE APPROVED BYTHE ENGINEER/LANDSCAPE ARCHITECT PRIOR TO INSTALLATION OF MATERIALS. STAKELAYOUT FOR APPROVAL.3.THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS PRIOR TO CONSTRUCTION,INCLUDING A RIGHT-OF-WAY AND STREET OPENING PERMIT.4.THE CONTRACTOR SHALL VERIFY RECOMMENDATIONS NOTED IN THE GEO TECHNICALREPORT PRIOR TO INSTALLATION OF SITE IMPROVEMENT MATERIALS.5.CONTRACTOR SHALL FIELD VERIFY COORDINATES AND LOCATION DIMENSIONS &ELEVATIONS OF THE BUILDING AND STAKE FOR REVIEW AND APPROVAL BY THEOWNERS REPRESENTATIVE PRIOR TO INSTALLATION OF FOOTING MATERIALS.6.LOCATIONS OF STRUCTURES, ROADWAY PAVEMENTS, CURBS AND GUTTERS,BOLLARDS, AND WALKS ARE APPROXIMATE AND SHALL BE STAKED IN THE FIELD, PRIORTO INSTALLATION, FOR REVIEW AND APPROVAL BY THE ENGINEER/LANDSCAPEARCHITECT.7.CURB DIMENSIONS SHOWN ARE TO FACE OF CURB. BUILDING DIMENSIONS ARE TOFACE OF CONCRETE FOUNDATION. LOCATION OF BUILDING IS TO BUILDINGFOUNDATION AND SHALL BE AS SHOWN ON THE DRAWINGS.8.THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OR SAMPLES AS SPECIFIED FORREVIEW AND APPROVAL BY THE ENGINEER/LANDSCAPE ARCHITECT PRIOR TOFABRICATION FOR ALL PREFABRICATED SITE IMPROVEMENT MATERIALS SUCH AS, BUTNOT LIMITED TO THE FOLLOWING, FURNISHINGS, PAVEMENTS, WALLS, RAILINGS,BENCHES, FLAGPOLES, LANDING PADS FOR CURB RAMPS, AND LIGHT AND POLES. THEOWNER RESERVES THE RIGHT TO REJECT INSTALLED MATERIALS NOT PREVIOUSLYAPPROVED.9.PEDESTRIAN CURB RAMPS SHALL BE CONSTRUCTED WITH TRUNCATED DOME LANDINGAREAS IN ACCORDANCE WITH A.D.A. REQUIREMENTS-SEE DETAIL.10.CROSSWALK STRIPING SHALL BE 24" WIDE WHITE PAINTED LINE, SPACED 48" ONCENTER PERPENDICULAR TO THE FLOW OF TRAFFIC. WIDTH OF CROSSWALK SHALL BE5' WIDE. ALL OTHER PAVEMENT MARKINGS SHALL BE WHITE IN COLOR UNLESSOTHERWISE NOTED OR REQUIRED BY ADA OR LOCAL GOVERNING BODIES.11.SEE SITE PLAN FOR CURB AND GUTTER TYPE. TAPER BETWEEN CURB TYPES-SEEDETAIL.12.ALL CURB RADII ARE MINIMUM 3' UNLESS OTHERWISE NOTED.13.CONTRACTOR SHALL REFER TO FINAL PLAT FOR LOT BOUNDARIES, NUMBERS, AREASAND DIMENSIONS PRIOR TO SITE IMPROVEMENTS.14.FIELD VERIFY ALL EXISTING SITE CONDITIONS, DIMENSIONS.15.PARKING IS TO BE SET PARALLEL OR PERPENDICULAR TO EXISTING BUILDING UNLESSNOTED OTHERWISE.16.ALL PARKING LOT PAINT STRIPING TO BE WHITE, 4" WIDE TYP.17.BITUMINOUS PAVING TO BE "LIGHT DUTY" UNLESS OTHERWISE NOTED. SEE DETAILSHEETS FOR PAVEMENT SECTIONS.18.ALL TREES THAT ARE TO REMAIN ARE TO BE PROTECTED FROM DAMAGE WITH ACONSTRUCTION FENCE AT THE DRIP LINE. SEE LANDSCAPE DOCUMENTS.19.CONTRACTOR IS RESPONSIBLE TO INSTALL ANY SIDEWALK AND CURBING PER DESIGNPLAN. CONTRACTOR TO VERIFY ALL CURBS AND SIDEWALKS WILL DRAIN PROPERLY INFIELD CONDITIONS. CONTRACTOR MUST CONTACT THE CIVIL ENGINEER 24-HOURSPRIOR TO ANY CURB AND/OR SIDEWALK INSTALLATION TO REVIEW AND INSPECTCURB STAKES. CONTRACTOR IS RESPONSIBLE FOR ANY CURB OR SIDEWALKREPLACEMENT IF THIS PROCEDURE IS NOT FOLLOWED.20.FINISH GRADING FOR HARDSCAPE AREAS IE. PARKING LOTS, CURBS, SIDEWALKSSHALL BE WITHIN 0.05 FEET. ADA AREAS MUST COMPLY WITH REQUIREMENTS ONPLANS AND ADA REGULATIONS. TOLERANCE WITHIN ADA AREAS IS 0.00 FEET DISCUSSANY DEVIATIONS WITH ENGINEER PRIOR TO CONSTRUCTION. CONTRACTOR ISRESPONSIBLE FOR ANY CURB, SIDEWALK AND/OR PAVEMENT REPLACEMENT THATDOES NOT MEET TOLERANCE/ADA REQUIREMENTS.CONCRETE PAVEMENT (IF APPLICABLE) ASSPECIFIED (PAD OR WALK) SEEGEOTECHNICAL REPORT FOR AGGREGATEBASE & CONCRETE DEPTHS, WITHIN ROWSEE CITY DETAIL, WITHIN PRIVATEPROPERTY SEE CSG DETAILOPERATIONAL NOTESSNOW REMOVALALL SNOW SHALL BE STORED ON-SITE OUTSIDEPARKING LOT. WHEN FULL, REMOVAL CO. SHALLREMOVE EXCESS OFF-SITE.TRASH REMOVALTRASH SHALL BE PLACED IN EXTERIOR TRASHAREA AND REMOVED BY COMMERCIAL CO.WEEKLY.DELIVERIESDELIVERIES SHALL OCCUR AT THE FRONT DOORVIA STANDARD COMMERCIAL DELIVERYVEHICLES (UPS, FED-EX, USPS).REVISION SUMMARYDATEDESCRIPTIONC2.0SITE PLAN01" = 30'-0"30'-0"15'-0"NKnow what'sbelow.before you dig.CallROWNER INFORMATIONLIGHTHOUSE HOMES, LLC168 PIONEER TRAIL, NO. 129CHASKA, MN, 55318DEENA LAUGEN612-643-1703DEENA@EDENSPRINGSMN.COMBITUMINOUS PAVEMENT (IF APPLICABLE). SEEGEOTECHNICAL REPORT FOR AGGREGATEBASE & WEAR COURSE DEPTH, SEE DETAIL.SITE PLAN LEGEND:43 W 78th St(A Public R/W)W 78th St(A Public R/W)SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLENO PARKINGNO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLEW 78th St(A Public R/W)W 78th St(A Public R/W)SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUD FACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLENO PARKING NO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2" FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUD FACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLEW 78th St(A Public R/W)W 78th St(A Public R/W)SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLENO PARKINGNO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLE12" RCP W 78th St42" RCP (Per Rec)42" RCP (Per Rec)12" RCP W 78th St42" RCP (Per Rec)42" RCP (Per Rec)SINGLESINGLESINGLE FACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5"14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3 /4"23' - 2" FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLE DOUBLEFACE OF STUD 6' - 6 1/4"3 3 /8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUD FACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORS SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2" FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8" 6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLEWETLANDNO PARKING NO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGSINGLESINGLE SINGLE FACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORS SMOKEBARRIERDOORSSMOKEBARRIERDOORS SMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3 /8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2" FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5 /8" 6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLE SINGLEDOUBLE DOUBLEFACE OF STUD 6' - 6 1/4"3 3 /8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUD FACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLE12" RCP W 78th St42" RCP (Per Rec)42" RCP (Per Rec)12" RCP W 78th St42" RCP (Per Rec)42" RCP (Per Rec)SINGLESINGLESINGLE FACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5"14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3 /4"23' - 2" FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLE DOUBLEFACE OF STUD 6' - 6 1/4"3 3 /8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUD FACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORS SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2" FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8" 6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLEWETLANDNO PARKING NO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGSINGLESINGLE SINGLE FACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORS SMOKEBARRIERDOORSSMOKEBARRIERDOORS SMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3 /8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2" FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5 /8" 6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLE SINGLEDOUBLE DOUBLEFACE OF STUD 6' - 6 1/4"3 3 /8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUD FACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLECOPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERREVISION SUMMARYDATEDESCRIPTIONC2.1TURNING MOVEMENTAND WETLANDBUFFER DIAGRAMSSEE SHEET C2.0 FORGENERAL SITE NOTES& LEGENDKnow what'sbelow.before you dig.CallR01" = 50'-0"50'-0"25'-0"N1GARBAGE TRUCK DIAGRAM01" = 50'-0"50'-0"25'-0"N2FIRE TRUCK DIAGRAM01" = 50'-0"50'-0"25'-0"N3WB-40 DIAGRAMWETLAND BUFFER EXHIBIT (NO SCALE)EXISTING WETLAND BUFFER EXHIBITPROPOSED WETLAND BUFFER EXHIBIT44 Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Gorra and Doris ButlParcel ID: 250110200Address: 1456 78th StOwner: City of Chanhassen42" RCP (Per Rec)42" RCP (Per Rec)Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Gorra and Doris ButlParcel ID: 250110200Address: 1456 78th StOwner: City of Chanhassen42" RCP (Per Rec)42" RCP (Per Rec)SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLESEE WETLAND BUFFER EXHIBIT ON C2.0 FORREQUIRED AND PROPOSED BUFFER AREASDO NOT ENCROACH ON WETLANDNO PARKINGNO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8"FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLESB-8 (968)SB-1 (970)SB-2 (970)SB-3 (973)SB-4 (965)SB-5 (971)SB-6 (959)SB-7 (958)COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERC3.0GRADING PLANGENERAL GRADING NOTES:1.0' CONTOUR ELEVATION INTERVALGRADING PLAN LEGEND:SPOT GRADE ELEVATION GUTTERSPOT GRADE ELEVATION TOP OF CURBSPOT GRADE ELEVATION BOTTOM OFSTAIRS/TOP OF STAIRSCITY OF CHANHASSEN GRADING NOTES:1.RESERVED FOR CITY SPECIFIC GRADING NOTES.EX. 1' CONTOUR ELEVATION INTERVALSPOT GRADE ELEVATION (GUTTER/FLOWLINE UNLESS OTHERWISE NOTED)CURB AND GUTTER (T.O = TIP OUT)EMERGENCY OVERFLOW41.261125891.00 G891.00 TC891.00 BS/TS1137EOF=1135.52TOSPOT GRADE ELEVATION MATCH EXISTING891.00 MEGBGRADE BREAK - HIGH POINTS1.CONTRACTOR SHALL VERIFY ALL BUILDING ELEVATIONS, (FFE, LFE, GFE), PRIOR TO CONSTRUCTION BY CROSS CHECKING WITHARCHITECTURAL, STRUCTURAL AND CIVIL ELEVATIONS FOR EQUIVALENT "100" ELEVATIONS. THIS MUST BE DONE PRIOR TOEXCAVATION AND INSTALLATION OF ANY FOOTING MATERIALS. VERIFICATION OF THIS COORDINATION SHALL BE CONFIRMED INWRITING BY CIVIL, SURVEYOR, ARCHITECTURAL, STRUCTURAL AND CONTRACTOR PRIOR TO CONSTRUCTION.2.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANYUTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.3.SEE SITE PLAN FOR HORIZONTAL LAYOUT & GENERAL GRADING NOTES.4.THE CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION (INCLUDING BUT NOT LIMITED TO SITE PREPARATION,SOIL CORRECTION, EXCAVATION, EMBANKMENT, ETC.) IN ACCORDANCE WITH THE REQUIREMENTS OF THE OWNER'S SOILSENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S SOILS ENGINEER. THE CONTRACTOR SHALL BERESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER.5.ANY ELEMENTS OF AN EARTH RETENTION SYSTEM AND RELATED EXCAVATIONS THAT FALL WITHIN THE PUBLIC RIGHT OF WAYWILL REQUIRE A “RIGHT OF WAY EXCAVATION PERMIT”. CONTRACTOR IS RESPONSIBLE FOR AQUIRING THIS PERMIT PRIOR TOCONSTRUCTION IF APPLICABLE6.GRADING AND EXCAVATION ACTIVITIES SHALL BE PERFORMED IN ACCORDANCE WITH THE NATIONAL POLLUTION DISCHARGEELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS & PERMIT REQUIREMENTS OF THE CITY.7.PROPOSED SPOT GRADES ARE FLOW-LINE FINISHED GRADE ELEVATIONS, UNLESS OTHERWISE NOTED.8.GRADES OF WALKS SHALL BE INSTALLED WITH 5% MAX. LONGITUDINAL SLOPE AND 1% MIN. AND 2% MAX. CROSS SLOPE, UNLESSOTHERWISE NOTED.9.PROPOSED SLOPES SHALL NOT EXCEED 3:1 UNLESS INDICATED OTHERWISE ON THE DRAWINGS. MAXIMUM SLOPES INMAINTAINED AREAS IS 4:1.10.PROPOSED RETAINING WALLS, FREESTANDING WALLS, OR COMBINATION OF WALL TYPES GREATER THAN 4' IN HEIGHT SHALL BEDESIGNED AND ENGINEERED BY A REGISTERED RETAINING WALL ENGINEER. DESIGN DRAWINGS SHALL BE SUBMITTED FORREVIEW AND APPROVAL PRIOR TO CONSTRUCTION.11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE OF GRADE STAKES THROUGHOUT THE DURATION OFCONSTRUCTION TO ESTABLISH PROPER GRADES. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR A FINAL FIELD CHECK OFFINISHED GRADES ACCEPTABLE TO THE ENGINEER/LANDSCAPE ARCHITECT PRIOR TO TOPSOIL AND SODDING ACTIVITIES.12.IF EXCESS OR SHORTAGE OF SOIL MATERIAL EXISTS, THE CONTRACTOR SHALL TRANSPORT ALL EXCESS SOIL MATERIAL OFF THESITE TO AN AREA SELECTED BY THE CONTRACTOR, OR IMPORT SUITABLE MATERIAL TO THE SITE.13.EXCAVATE TOPSOIL FROM AREAS TO BE FURTHER EXCAVATED OR REGRADED AND STOCKPILE IN AREAS DESIGNATED ON THESITE. THE CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR RESPREADING ON THE SITE AS SPECIFIED. EXCESS TOPSOILSHALL BE PLACED IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. THE CONTRACTORSHALL SUBCUT CUT AREAS, WHERE TURF IS TO BE ESTABLISHED, TO A DEPTH OF 6 INCHES. RESPREAD TOPSOIL IN AREAS WHERETURF IS TO BE ESTABLISHED TO A MINIMUM DEPTH OF 6 INCHES.14.FINISHED GRADING SHALL BE COMPLETED. THE CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING,INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITHUNIFORM LEVELS OR SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS AND EXISTINGGRADES. AREAS THAT HAVE BEEN FINISH GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTION OPERATIONS,TRAFFIC AND EROSION. REPAIR ALL AREAS THAT HAVE BECOME RUTTED BY TRAFFIC OR ERODED BY WATER OR HAS SETTLEDBELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO EQUAL ORBETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF THE NEW WORK.15.PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL WILL BE REQUIRED ON THE STREET AND/OR PARKING AREASUBGRADE. THE CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THE TESTROLLING SHALL BE AT THE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE SOILSENGINEER. THE SOILS ENGINEER SHALL DETERMINE WHICH SECTIONS OF THE STREET OR PARKING AREA ARE UNSTABLE.CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILSENGINEER. NO TEST ROLL SHALL OCCUR WITHIN 10' OF ANY UNDERGROUND STORM RETENTION/DETENTION SYSTEMS.16.AN OSHA-APPROVED QUALIFIED PERSON SHOULD REVIEW THE SOIL CLASSIFICATION PRESENTED IN THE GEOTECHNICAL REPORTIN THE FIELD. EXCAVATIONS MUST COMPLY WITH CURRENT OSHA REQUIREMENTS IN THE CODE OF FEDERAL REGULATIONSPERTAINING TO EXCAVATIONS AND TRENCHES. EXCAVATION SAFETY IS THE RESPONSIBILITY OF THE CONTRACTOR. 17.TOLERANCES17.1.THE BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.30 FOOT ABOVE, OR 0.30 FOOTBELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE.17.2.THE STREET OR PARKING AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.05 FOOTABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE.17.3.AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.30 FOOT ABOVE OR BELOW THE REQUIREDELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER.17.4.TOPSOIL SHALL BE GRADED TO PLUS OR MINUS 1/2 INCH OF THE SPECIFIED THICKNESS.17.5.FINISH GRADING FOR HARDSCAPE AREAS IE. PARKING LOTS, CURBS, SIDEWALKS SHALL BE WITHIN 0.05 FEET. ADA AREASMUST COMPLY WITH REQUIREMENTS ON PLANS AND ADA REGULATIONS. TOLERANCE WITHIN ADA AREAS IS 0.00 FEETDISCUSS ANY DEVIATIONS WITH ENGINEER PRIOR TO CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ANY CURB,SIDEWALK AND/OR PAVEMENT REPLACEMENT THAT DOES NOT MEET TOLERANCE/ADA REQUIREMENTS.18.MAINTENANCE18.1.THE CONTRACTOR SHALL PROTECT NEWLY GRADED AREAS FROM TRAFFIC AND EROSION, AND KEEP AREA FREE OF TRASHAND DEBRIS.18.2.CONTRACTOR SHALL REPAIR AND REESTABLISH GRADES IN SETTLED, ERODED AND RUTTED AREAS TO SPECIFIEDTOLERANCES. DURING THE CONSTRUCTION, IF REQUIRED, AND DURING THE WARRANTY PERIOD, ERODED AREAS WHERETURF IS TO BE ESTABLISHED SHALL BE RESEEDED AND MULCHED.18.3.WHERE COMPLETED COMPACTED AREAS ARE DISTURBED BY SUBSEQUENT CONSTRUCTION OPERATIONS OR ADVERSEWEATHER, CONTRACTOR SHALL SCARIFY, SURFACE, RESHAPE, AND COMPACT TO REQUIRED DENSITY PRIOR TO FURTHERCONSTRUCTION.SEE SWPPP ON SHEETS SW1.0 - SW1.5EROSION CONTROL NOTES:CONSTRUCTION LIMITSREVISION SUMMARYDATEDESCRIPTION01" = 30'-0"30'-0"15'-0"NKnow what'sbelow.before you dig.CallR45 Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Parcel ID: 250100900Address: 1680 W 78th StOwner: Trust for the Benefitof Joy M Gorra C/O Joy MGorra and Doris ButlParcel ID: 250110200Address: 1456 78th StOwner: City of Chanhassen42" RCP (Per Rec)42" RCP (Per Rec)Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Parcel ID: 250100900Address: 1680 W 78th StOwner: Trust for the Benefitof Joy M Gorra C/O Joy MGorra and Doris ButlParcel ID: 250110200Address: 1456 78th StOwner: City of Chanhassen42" RCP (Per Rec)42" RCP (Per Rec)SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLE25' PKG. STBK. (MIN.)WETLANDSEE WETLAND BUFFER EXHIBIT ON C2.0 FORREQUIRED AND PROPOSED BUFFER AREASDO NOT ENCROACH ON WETLAND50' BLDG. STBK. (MIN.)NO PARKINGNO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSABOVEGROUNDBIO-FILTRATION BASINBOT=951.006" DT. IE=949.00OE=952.50WQL (MPCA)=951.87100-YR HWL=954.48EOF=955.25SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLESTUB SANITARY SEWERTO 5' FROM BUILDINGIE @ STUB=955.40COORD. W/MECH'L142 LF 6" PVC SDR 26SANITARY SERVICE@ 6.00%SANMH 1RE=964.50IE(S)=953.21IE(NW)=953.1119 LF 6" PVC SCH 40SANITARY SERVICE@ 6.00%MAKE CONNECTION TO EXISTINGSANITARY SEWER MANHOLECORE DRILL WITH SLEEVE CONNECTION,INSTALL INSIDE DROP.EX RIM=961.7PR IE CORE DRILL=944.59PR IE INSIDE DROP ELBOW=928.8(0.1' ABOVE EX. IE)EX 42" IE (NW/S)=928.7±(FIELD VERIFY PRIOR TO CONST)COORDINATE WITH CITYMAKE WET TAPCONNECTION TOEXISTING 12" WATERMAIN, COORD. WITH CITYFIRE DEPARTMENTCONNECTION,COORD. W/MECH'L6" COMBINED DIP WATER SERVICEAND VALVE, STUB TO WITHIN 5'FROM BUILDING, COORD. W/MECH'LGATE VALVE ANDVALVE BOXGATE VALVE ANDVALVE BOXMAKE WET TAPCONNECTION TOEXISTING 12" WATERMAIN, COORD. WITH CITY6" C900 PVCWATERMAIN6" C900 PVCWATERMAIN6" COMBINED DIP WATERSERVICE AND VALVE, STUB TOWITHIN 5' FROM BUILDING,COORD. W/MECH'L22.5° BENDFIRE DEPARTMENTCONNECTION,COORD. W/MECH'LCBMH 15RIM=964.82IE=961.32OCS 2RIM=955.20IE N (12")=949.00IE (6" DT)=949.0012" DIA. OPENING=952.50FES 1IE=944.00W/ RIPRAP ANDTRASH GUARDAREADRAIN 14RIM=966.05IE=960.84CBMH 13RIM=965.71IE=960.01CBMH 12RIM=964.32IE=958.87AD 5RIM=966.28IE=961.20335 LF 6" PVC PERF.DRAIN TILEW/FILTER SOCK @0.00%, TYP SEEDETAILAD XXRIM=966.28IE=963.3038 LF 10" HDPESTORM @ 1.0095 LF 12" HDPESTORM @ 0.50%165 LF 12" HDPESTORM @ 0.50%228 LF 15" HDPESTORM @ 0.50%63 LF 12" HDPESTORM @ 7.94%DT C/ODT IE=949.00,TYP.AD XRIM=964.80IE=962.3075 LF 8" HDPESTORM @ 1.07%JELLYFISH FILTERJF-X OR EQUALSEE SHT X.XRE=963.00IE IN =958.31IE OUT=957.81PROPOSEDIRRIGATIONPUMPHOUSELOCATIONRE=965.00,COORD. W/ MECH'LFES 3IE=956.00W/ RIPRAP ANDTRASH GUARDSTORMWATER REUSE/ IRRIGATION CISTERN66" DUAL WALL SOLID PRINSCO PIPEFOOTPRINT=73' X 32.5' INCL. SIDE AND END STONESTONE TOP=961.30PIPE TOP (OUTER EDGE)=960.80PIPE BOTTOM (OUTER EDGE)=955.30STONE IE=954.80100-YR HWL=960.68RAINWATER HARVEST SYSTEM, INCLUDE:SYSTEM SHALL ALSO INCLUDE 24" OVERFLOWOUTLET, WATER LEVEL INDICATOR, AND ALLNECESSARY APPURTENANCES. SYSTEM DESIGNEDTO ACCOMMODATE 1.5 ACRES OF LANDSCAPE AREA@ APPROX. 1.1" IRRIGATION PER WEEK. (DEPENDENTUPON SPECIFIC RAIN EVENT DURATION & SEQUENCE).SYSTEM SHALL BE INCORPORATED ANDCOORDINATED WITH PROPOSED IRRIGATION SYSTEM,INCLUDING INCORPORATION OF POTABLE/STANDARDIRRIGATION LINE CONNECTIONS. SEE MECHANICALPLANS FOR FINAL LAYOUT AND CONNECTIONS.23 LF 24" HDPESTORM @ 7.87%24" OUTLET= 958.9583 LF 10" HDPESTORM @ 1.07%45° BENDS,TYP.AREADRAINXXRIM=965.50IE=960.4162 LF 10" HDPESTORM @ 1.00%CLEANOUTRIM=96X.XXIE=962.92CLEANOUTRIM=966.85IE=961.49CLEANOUTRIM=9XX.XXIE=960.32CBMH 12RIM=965.23IE=959.2627 LF 8" HDPESTORM @ 1.07%53 LF 10" HDPESTORM @ 2.00%8 LF 10" HDPESTORM @ 5.00%SB-8 (968)SB-1 (970)SB-2 (970)SB-3 (973)SB-4 (965)SB-5 (971)SB-6 (959)SB-7 (958)COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNER GENERAL UTILITY NOTES:UTILITY PLAN LEGEND:CITY OF CHANHASSEN UTILITY NOTES:1.RESERVED FOR CITY SPECIFIC UTILITY NOTES.CATCH BASINGATE VALVE AND VALVE BOXSANITARY SEWERSTORM SEWERWATER MAINPROPOSED FIRE HYDRANTMANHOLEFES AND RIP RAPCONSTRUCTION LIMITSDRAINTILETRENCH DRAINREVISION SUMMARYDATEDESCRIPTIONC4.0UTILITY PLAN01" = 30'-0"30'-0"15'-0"NKnow what'sbelow.before you dig.CallR1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONECALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TOCONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES THAT AREDAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2.SEE SITE PLAN FOR HORIZONTAL DIMENSIONS AND LAYOUT.3.CONTRACTOR SHALL FIELD VERIFY LOCATION AND ELEVATION OF EXISTING UTILITIES ANDTOPOGRAPHIC FEATURES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELYNOTIFY THE ENGINEER OF DISCREPANCIES OR VARIATIONS FROM THE PLANS.4.CASTINGS SHALL BE SALVAGED FROM STRUCTURE REMOVALS AND RE-USED OR PLACED ATTHE DIRECTION OF THE OWNER.5.PIPE LENGTHS SHOWN ARE FROM CENTER TO CENTER OF STRUCTURE OR TO END OF FLAREDEND SECTION.6.UTILITIES CONNECTIONS ON THE PLAN ARE SHOWN TO WITHIN 5' OF THE BUILDING FOOTPRINT.THE CONTRACTOR IS ULTIMATELY RESPONSIBLE FOR THE FINAL CONNECTION TO BUILDINGLINES. COORDINATE WITH ARCHITECTURAL AND MECHANICAL PLANS.7.CATCH BASINS AND MANHOLES IN PAVED AREAS SHALL BE SUMPED 0.04 FEET. ALL CATCHBASINS IN GUTTERS SHALL BE SUMPED 0.15 FEET PER DETAILS. RIM ELEVATIONS SHOWN ONTHIS PLAN DO NOT REFLECT SUMPED ELEVATIONS.8.ALL FIRE HYDRANTS SHALL BE LOCATED 5 FEET BEHIND BACK OF CURB UNLESS OTHERWISENOTED.9.HYDRANT TYPE, VALVE, AND CONNECTION SHALL BE IN ACCORDANCE WITH CITYREQUIREMENTS. HYDRANT EXTENSIONS ARE INCIDENTAL.10.A MINIMUM OF 8 FEET OF COVER IS REQUIRED OVER ALL WATERMAIN, UNLESS OTHERWISENOTED. EXTRA DEPTH MAY BE REQUIRED TO MAINTAIN A MINIMUM OF 18" VERTICALSEPARATION TO SANITARY OR STORM SEWER LINES. EXTRA DEPTH WATERMAIN ISINCIDENTAL.11.A MINIMUM OF 18 INCHES OF VERTICAL SEPARATION AND 10 FEET OF HORIZONTALSEPARATION IS REQUIRED FOR ALL UTILITIES, UNLESS OTHERWISE NOTED.12.ALL CONNECTIONS TO EXISTING UTILITIES SHALL BE IN ACCORDANCE WITH CITY STANDARDSAND COORDINATED WITH THE CITY PRIOR TO CONSTRUCTION.13.CONNECTIONS TO EXISTING STRUCTURES SHALL BE CORE-DRILLED.14.COORDINATE LOCATIONS AND SIZES OF SERVICE CONNECTIONS WITH THE MECHANICALDRAWINGS.15.COORDINATE INSTALLATION AND SCHEDULING OF THE INSTALLATION OF UTILITIES WITHADJACENT CONTRACTORS AND CITY STAFF.16.ALL STREET REPAIRS AND PATCHING SHALL BE PERFORMED PER THE REQUIREMENTS OF THECITY. ALL PAVEMENT CONNECTIONS SHALL BE SAWCUT. ALL TRAFFIC CONTROLS SHALL BEPROVIDED BY THE CONTRACTOR AND SHALL BE ESTABLISHED PER THE REQUIREMENTS OFTHE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MMUTCD) AND THE CITY.THIS SHALL INCLUDE BUT NOT BE LIMITED TO SIGNAGE, BARRICADES, FLASHERS, ANDFLAGGERS AS NEEDED. ALL PUBLIC STREETS SHALL BE OPEN TO TRAFFIC AT ALL TIMES. NOROAD CLOSURES SHALL BE PERMITTED WITHOUT APPROVAL BY THE CITY.17.ALL STRUCTURES, PUBLIC AND PRIVATE, SHALL BE ADJUSTED TO PROPOSED GRADES WHEREREQUIRED. THE REQUIREMENTS OF ALL OWNERS MUST BE COMPLIED WITH. STRUCTURESBEING RESET TO PAVED AREAS MUST MEET OWNERS REQUIREMENTS FOR TRAFFIC LOADING.18.CONTRACTOR SHALL COORDINATE ALL WORK WITH PRIVATE UTILITY COMPANIES.19.CONTRACTOR SHALL COORDINATE CONNECTION OF IRRIGATION SERVICE TO UTILITIES.COORDINATE THE INSTALLATION OF IRRIGATION SLEEVES NECESSARY AS TO NOT IMPACTINSTALLATION OF UTILITIES.20.CONTRACTOR SHALL MAINTAIN AS-BUILT PLANS THROUGHOUT CONSTRUCTION AND SUBMITTHESE PLANS TO ENGINEER UPON COMPLETION OF WORK.21.FOR ALL SITES LOCATED IN CLAY SOIL AREAS, DRAIN TILE MUST BE INSTALLED AT ALL LOWPOINT CATCH BASINS 25' IN EACH DIRECTION. SEE PLAN AND DETAIL. INSTALL LOW POINT DRAINTILE PER PLANS AND GEOTECHNICAL REPORT RECOMMENDATIONS AND REQUIREMENTS.22.AN OSHA-APPROVED QUALIFIED PERSON SHOULD REVIEW THE SOIL CLASSIFICATIONPRESENTED IN THE GEOTECHNICAL REPORT IN THE FIELD. EXCAVATIONS MUST COMPLY WITHCURRENT OSHA REQUIREMENTS IN THE CODE OF FEDERAL REGULATIONS PERTAINING TOEXCAVATIONS AND TRENCHES. EXCAVATION SAFETY IS THE RESPONSIBILITY OF THECONTRACTOR. 46 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERC5.0CIVIL DETAILSREVISION SUMMARYDATEDESCRIPTION47 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERC5.1CIVIL DETAILSREVISION SUMMARYDATEDESCRIPTION48 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERC5.2CIVIL DETAILSREVISION SUMMARYDATEDESCRIPTION49 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERC5.3CIVIL DETAILSREVISION SUMMARYDATEDESCRIPTIONEXPANSION JOINT SEALANT DETAILSN T SNOTES:1.SEPARATING TAPE OR BACKERMATERIAL REQUIRED TO PREVENT JOINTSEALANT FROM FLOWING INTO SAWCUT,TO SEPARATE NONCOMPATIBLEMATERIALS AND TO PREVENT SEALANTFROM BONDING TO BOTTOM OFRESERVOIR.2.TOP OF SEALANT WILL BE 1/8" TO 1/4"BELOW TOP OF PAVEMENT.W= WIDTH OF SEALANT RESERVOIR1/2" MINIMUN5/8" MAXIMUMEXCEPT FOR 3/4" EXPANSIONJOINTSD= DEPTH OF SEALANT1.0 TO 1.5 TIMES WT= DEPTH OF INTIAL SAWCUT, 1/4 OFTHE SLAB THINKNESS FORPAVEMENT LESS THAN 12"POURED JOINTSEALANTSEPARATING TAPE SEENOTE 1SEE NOTE 2POURED JOINTSEALANTSEE NOTE 2BACKER MATERIAL SEENOTE 1WD TTWDPOURED JOINTSEALANTSEE NOTE 2BACKER MATERIALSEE NOTE 1T WDCOMPACTED CLASS 5AGGREGATE BASE. SEESOIL REPORT FORDEPTH, 6" MIN.EXTERIOR BUILDING WALLCONCRETEPAVEMENTCONCRETEPAVEMENTCONCRETEPAVEMENTCONCRETEPAVEMENTCONCRETEPAVEMENT46" 3'-6" 3'-6" 60"-66" FROM PAVEMENT TO BOTTOM OF SIGNACCESSIBLE SIGN & CHANNEL POST - LOT LOCATIONN T S1'-6"NOTE:1. SIGN SHALL BE AS SPECIFIED.2. BOTTOM OF SIGNS TO BE MOUNTED 60"-66" FROM PARKING GRADE, SEE SIGN POSTINSTALLATION DETAIL3. VERIFY POST PAINT C0LOR WITH LANDSCAPE ARCHITECT PRIOR TO INSTALLATION.14" METAL PLATE WELDED TO BOTTOM OF 6” PIPEGROUT INSIDE OF INNER PIPE ANNULAR SPACE TO 1"FROM TOPADJACENT PVMT. - MATERIALVARIES, SEE PLAN & DETAILSSLOPE TOPOF FOOTINGAWAY FROMBASE, TYP.1" SILICONE RUBBER ORASPHALTIC CAULKINGCOMPOUND6" OUTSIDE DIA. GALVANIZED STEEL PIPE PAINT 1COAT ANTI-RUST PRIMER PRIMER3-3/16", 2 LBS./FT., COMMERCIAL GRADE,GALVANIZED STEEL "CHANNEL" STYLE SIGN POSTMETAL SIGN(S) ACCORDING TO MN STATECODE, PROVIDE SHOP DRAWING OF SIGNMODELGALVANIZED STEEL FASTENER (TYP. OF 2), INCLUDEREINFORCING PLATE AT EACH BOLT LOCATION (3"X3")TRIM POST TOBELOW TOP OFSIGN6"14" THICK, COMMERCIAL GRADE THERMOPLASTICPOLYETHYLENE PROTECTIVE SLEEVE, PER IDEALSHIELD OR SIMILAR. SHOP DRAWINGS REQUIRED.PROVIDE COLOR SELECTION OPTIONSCUT TOP OF POLYETHYLENE SLEEVE TOACCOMMODATE CHANNEL POST (ON-SITE)COMMERCIAL GRADE CONSPICUITY MARKINGS(TAPE), 3M DIAMOND GRADE SERIES 973, ORSIMILARCOMPACTED AGG., TYP.6" INSIDE DIA. GALVANIZED STEEL PIPE PAINT WITHANTI-RUST PRIMERCONC. FOOTING, SONOTUBE® FORM RECOMMENDEDNO PARKING TO BEUSED IN FRONT OFSTRIPED ACCESSAISLE9ACCESSIBLE PARKING PAVEMENT MARKINGN T SNOPARKINGNOTE:1.ADHERE TO ALL STATE & FEDERAL ADASTANDARDS FOR PARKING, PAINT &SIGNAGE.2.VERIFY AND LAYOUT ALL PAINTED FORMS &STRIPING PRIOR TO INSTALLATION3.SEE PLAN FOR ACTUAL PARKING SPACESLAYOUT4.ALL PAINT COLORS MUST CONFORM TOSTATE AND FEDERAL ADA STANDARDSNOPARKINGNOPARKING4" WIDE PAINTED STRIPING, 45°CROSS STRIPE PATTERN AT 2'O.C. AT ACCESS AISLEFACE OF CURBADJ. SIDEWALKACCESSIBLE CURB RAMP.SEE GRADING & DETAILSHANDICAP SIGN, CENTERED AT HEADOF PARKING SPACE AND ACCESSAISLE 2' MIN,. AND 8' MAX. FROM FACEOF CURBHANDICAP PARKING ACCESSAISLE WITH PAINTED 12" HIGHLETTERING OF "NO PARKING"CENTERED TOWARD DRIVEAISLENO PARKING SIGNCENTERED AT HEAD OFSPACE ON CENTER STRIPEHANDICAP PARKING SPACEWITH PAINTEDINTERNATIONAL SYMBOL OFACCESSIBILITY WITHCONTRASTING SQUAREBACKGROUND, CENTEREDTOWARD DRIVE AISLENOTE: FOR REFERENCE ONLY, USESTANDARD ADA PVMT. PAINTTEMPLATE6" RADIUS12" DIAMETER6" LINE WIDTH FOR FIGURE6" LINE WIDTH OUTSIDE BORDER5'-6" SQUARE OVERALL18" RADIUS "WHEEL" SHAPEPAINTED SYMBOL DIAGRAM8'MIN.8'MIN.8'MIN.PER CITY CODE 10HEIGHT VARIES, SEE GRADING PLANRETAINING WALL - SEGMENTAL BLOCKN T SFENCE OR RAILING - INSTALL PER PERMANUF. SPECS. SHOP DRAWINGSREQUIREDTOPSOIL &PLANTINGS, SEEPLAN FORSPECIFIC FINISHEDCONDITIONMODULAR BLOCKRETAINING WALL UNITSAS SPECIFIED (TYP.)GEOGRID REINFORCEMENTAS SPECIFIED-VERIFY LENGTH WITHENGINEER12" WIDE DRAINAGE LAYER95% COMPACTED BACKFILLSOIL IN 6" LIFTS4" DIA. PERF. DRAINTILE W/ SOCK6" MIN. COMPACTEDLEVELING PADIN SITU & COMPACTED SUBGRADELIMIT OF EXCAVATIONNOTES:1.THESE SECTIONS ARE FOR ESTIMATING PURPOSESONLY. CONTRACTOR TO SUBMIT TO LANDSCAPEARCHITECT CERTIFIED DRAWING BY A MINNESOTAPROFESSIONAL ENGINEER ON STAFF WITH RETAININGWALL MANUFACTURER PRIOR TO WALL INSTALLATION.PREPARATION AND CERTIFICATION TO BE PAID FORBY THE CONTRACTOR. SECTION AND ELEVATION OFEACH WALL REQUIRED.2.ALL SOIL PARAMETERS SHALL BE VERIFIED BY AGEOTECHNICAL CONSULTANT OR SITE ENGINEERPRIOR TO CONSTRUCTION. IF ACTUAL SITECONDITIONS DIFFER FROM THOSE ASSUMED, NOTIFYMANUFACTURER OF C.M.U. RETAINING WALL 72HOURS PRIOR TO INSTALLATION.3.RAILING IS REQUIRED ON RETAINING WALLS INLOCATIONS WHERE DIFFERENCES IN GRADE ONEITHER SIDE OF THE WALL ARE IN EXCESS OF 2.5' ANDARE LOCATED CLOSER THAN 4' TO A WALK, PATH,PARKING AREA, OR DRIVE ACCESS ON THE HIGHSIDE-SEE PLANS.4.COORDINATE LOCATION AND INSTALLATION OFRAILING POSTS AND FOOTINGS DURING THEINSTALLATION OF WALL MATERIALS.5.COORDINATE INSTALLATION OF RAIL POSTS ANDFOOTINGS WITH INSTALLATION AND LOCATION OFGEOGRID REINFORCEMENT. AT NO POINTTHROUGHOUT THE DURATION OF THE CONTRACTSHALL CONTRACTOR ALTER THE INTEGRITY OF THEGEOGRID OR WALL MATERIALS.6.AIR DRIVE RAILING FOOTINGS AS SPECIFIED AND IN AMANNER TO NOT DISTURB THE WALL GEOGRID ASRECOMMENDED BY THE WALL MANUFACTURER.COORDINATE INSTALLATION AND SCHEDULING OFRAILING FOOTING WITH WALL MANUFACTURER TOOBSERVE INSTALLATION OF RAILING FOOTINGS.CAP BLOCKIN SITUSUBGRADE.APPROX. 4', SEE MANUF.SPECS. & SHOP DWG.RETAINING WALL SYSTEM, INSTALL PER MANUF. SPECS./INSTRUCT. ADJ. PVMT./FINISH SEE PLANS AND DETAILS "SLEEVE-IT" POST ANCHOR SYSTEM,INSTALL PER MANUF. COORD. W/RETAINING WALL CONTRACTOR.8BITUMINOUS PAVEMENT - ALL TYPESN T S"A" WEAR COURSE (MNDOT2360 - SPWEA340B)TACK COAT (MNDOT 2357)"B" BASE COURSE (MNDOT2360 - SPNWB330B)"C" CLASS 5 AGGREGATESUBBASE (MNDOT 3138)COMPACTED SUBGRADE(100% OF STANDARDPROCTOR MAX. DRYDENSITY)PAVEMENT DESIGNTYPEWEAR (A)BASE (B)AGG.(C)NOTE:IF NO DESIGN IS DEFINED IN ABOVE CHART, SEEGEOTECH REPORT FOR FINAL PAVEMENT SECTION.IF DESIGN IS DEFINED IN ABOVE CHART, IT SHOULD BECONSIDERED FOR BIDDING PURPOSES ONLY. REFER TOGEOTECH FOR FINAL PAVEMENT SECTION.1LIGHT DUTY1.5"2.0"9.0"HEAVY DUTY2.0"2.0"12.0"FINISHED GRADENOTES:1.INSTALLATION SHALL BE CERTIFIED AND IN ACCORDANCE TO AN ON-SITE A.C.I. TECHNICIAN AS SPECIFIED.2.SEE GEO-TECHNICAL RECOMMENDATIONS FOR GROSS WEIGHT REQUIREMENTS.3.IF NO DESIGN IS DEFINED IN CHART, SEE GEOTECH REPORT FOR FINAL PAVEMENT SECTION.4.IF DESIGN IS DEFINED IN CHART, IT SHOULD BE CONSIDERED FOR BIDDING PURPOSES ONLY. REFER TO GEOTECH FORFINAL PAVEMENT SECTION.CONCRETE PVMT./WALK/PAD- NO FIBERN T S (PRIVATE PROPERTY)SAW CUT JOINT,SEE DETAIL (TYP.)LIGHT BROOM FINISHPERPENDICULAR TOTRAFFIC"A" CONCRETE ASSPECIFIED"B" CLASS 5 AGGREGATEBASECOMPACTED SUBGRADETHIS OCCURS ONLY WHEREMULCH MEETS EDGE OF WALKLEAVE TOP OF MULCH DOWN1" FROM TOP OF WALKPAVEMENT DESIGNTYPECONC. (A)AGG.(B)CURING:1. APPLY CURING COMPOUNDS IMMEDIATELY UPON FINAL FINISHING OF CONC. SURFACE IN ACCORDANCE WITHMANUFACTURER'S INSTRUCTION AND THE SPECIFICATIONS BELOW.2. ALL CONC. SURFACES SHALL HAVE CURING COMPOUNDS ALLIED PER ASTM C-1315. AT 200 S.F. PER GAL.3. ALL CURING COMPOUNDS SHALL BE TYPE 1 (CLEAR) AND CONTAIN ACRYLIC BASED CLASS B RESTRICTED RESIN SOLIDS.JOINT DEPTH T/42WALKS5"6"CONC. PVMT.8"8"DOWELED JOINT BETWEEN TWO PAVEMENTSN T S"D" - DENOTES DOWEL DIAMETER"T" - DENOTES PAVEMENT THICKNESSNOTES:1.EITHER ONE PIECE OR THREADED SPLIT-TYPE DOWELMAY BE USED.2.USE THICKENED EDGE ON NEW PAVEMENT WHENEXISTING PAVEMENT HAS THICKENED EDGE.DRILL & GROUT DOWELEPOXY COATEDDOWEL SCHEDULEDOWEL SIZEDIA.LENGTHSPACING8" OR LESS34"16"12" 0.C.9" - 11"1"16"12" 0.C.12"-15"1-1/4"20"15" O.C.16" OR MORE1-1/2"20"18" O.C.16" OR MORE1-1/2"22"24" O.C."T""T"/2 +/- "D"/2PROPOSED NEW PVMT/CURB OF OTHER CONC STRUCTURE,SEE PLANEXISTING PVMT. OR EXISTING/PROPOSED NEW PVMT./CURBOR OTHER CONC. STRUCTURE, SEE PLAN3N T SB-612 CONCRETE CURB AND GUTTER7" 13 1/2"6"FINISHED GRADEFINISHED GRADE3" RADIUS CORNERS1:3 BATTER SLOPE GUTTER 3/4"/1'0.5% SLOPE-CONSTRUCT WITH REVERSESLOPE GUTTER WHERE THE PAVEMENTSLOPES AWAY FROM CURB1/2" RADIUS6"8"12"CLASS 5 AGGREGATE SUB-BASE,COORD. BITUMINOUS PAVEMENTDETAIL (6" MIN.)COMPACTED SUB-BASE, EXIST.NATIVE OR PER SOILS REPORTNOTE:1. INSTALL CONSTRUCTION JOINTS AT 10'-0" O.C. +/-2. BASE DEPTH DEPENDANT UPON SOIL CONDITIONS1/2" RADIUS57"24"FINISHED GRADENOTES:1. INSTALL CONSTRUCTION JOINTS AT 10'-0" O.C. +/-2. BASE DEPTH DEPENDANT UPON SOIL CONDITIONS6"VALLEY GUTTERN T SADJ. PVMT. SECTION, OR OTHER MATERIALS, SEEPLANCAST-IN-PLACE CONCRETE VALLEY GUTTERSEE GRADING PLAN FOR LONGITUDINAL SLOPEADJ. PVMT. SECTION, LAWN, BIT.PVMT., OR OTHER MATERIALS,SEE PLANCOMPACTED CLASS 5 AGGREGATEBASE, SEE SOIL REPORT FOR DEPTH,6" MIN.COMPACTED SUB-BASE, NATIVE SOILOR AS PER SOILS REPORTRECOMMENDATIONSFINISHED GRADE12"34"620"FINISHED GRADENOTES:1. INSTALL CONSTRUCTION JOINTS AT 10'-0" O.C. +/-2. BASE DEPTH DEPENDANT UPON SOIL CONDITIONS6"6"RIBBON CURBN T SADJ. PVMT. SECTION, OR OTHERMATERIALS, SEE PLANCONTINUOUS SLOPE CONCRETE "CURB"SLOPE ACROSS CURB 34" PER 1'-0"ADJ. PVMT. SECTION, LAWN, BIT. PVMT., OROTHER MATERIALS, SEE PLANCOMPACTED CLASS 5 AGGREGATEBASE, SEE SOIL REPORT FOR DEPTH,6" MIN.COMPACTED SUB-BASE, NATIVE SOILOR AS PER SOILS REPORTRECOMMENDATIONSFINISHED GRADE7"7D 24"3H:1V MAX.BIO-FILTRATION BASIN (RAIN GARDEN - TYP.)N T S1.INSTALL SILT FENCE AND/OR OTHER APPROPRIATE TEMPORARY EROSION CONTROLDEVICES TO PREVENT SEDIMENT FROM LEAVING OR ENTERING THE PRACTICE DURINGCONSTRUCTION.2.ALL DOWN-GRADIENT PERIMETER SEDIMENT CONTROL BMP'S MUST BE IN PLACE BEFOREANY UP-GRADIENT LAND DISTURBING ACTIVITY BEGINS.3.PERFORM CONTINUOUS INSPECTIONS OF EROSION CONTROL PRACTICES.4.INSTALL UTILITIES (WATER, SANITARY SEWER, ELECTRIC, PHONE, FIBER OPTIC, ETC) PRIORTO THE STORMWATER SYSTEM.5.ROUGH GRADE THE SITE. IF BIORETENTION AREAS ARE BEING USED AS TEMPORARYSEDIMENT BASINS, LEAVE A MINIMUM OF 3 FEET OF COVER OVER THE PRACTICE TOPROTECT THE UNDERLYING SOILS FROM CLOGGING.6.PERFORM ALL OTHER SITE IMPROVEMENTS.7.PLANT ALL AREAS AFTER DISTURBANCE.8.CONSTRUCT BIORETENTION DEVICE UPON STABILIZATION OF CONTRIBUTING DRAINAGEAREA.9.IMPLEMENT TEMPORARY AND PERMANENT EROSION CONTROL PRACTICES.10.PLANT AND/OR ROCK MULCH BIORETENTION DEVICE.11.REMOVE TEMPORARY EROSION CONTROL DEVICES AFTER THE CONTRIBUTING DRAINAGEAREA IS ADEQUATELY VEGETATED.GENERAL NOTES1.IN THE EVENT THAT SEDIMENT IS INTRODUCED INTO THE BMP DURING OR IMMEDIATELYFOLLOWING EXCAVATION, THIS MATERIAL SHALL BE REMOVED FROM THE PRACTICE PRIORTO CONTINUING CONSTRUCTION.2.GRADING OF BIORETENTION DEVICES SHALL BE ACCOMPLISHED USING LOW-COMPACTIONEARTH-MOVING EQUIPMENT TO PREVENT COMPACTION OF UNDERLYING SOILS.3.ALL SUB MATERIALS BELOW THE SPECIFIED BIORETENTION DEPTH (ELEVATION) SHALL BEUNDISTURBED, UNLESS OTHERWISE NOTED.4.SEE UTILITY PLAN / SHOP DRAWINGS FOR SYSTEM LAYOUT.CONSTRUCTION SEQUENCINGADJACENT PVMT.RIBBON CURB OR CURB CUT,SEE SITE AND GRADING PLANSGRASS PRETREATMENT STRIP ORPRETREATMENT STRUCTURE, SEEUTILITY AND LANDSCAPE PLANSUNDISTURBED, UNCOMPACTED IN-SITU SOILNETLESS EROSION BLANKET INBOTTOM OF BASIN. SLIT BLANKET TOALLOW PLANT MATERIAL SURFACE IFPLUG PLANTING IS TO BE USED, SEEGRADING AND LANDSCAPE PLANSMIN. PLANTING MEDIUM DEPTH 24"WITH A WELL BLENDED MIXTURE (BY VOLUME):70% HOMOGENOUS CONSTRUCTION SAND30% ORGANIC COMPOST4"1.5'UNDERDRAIN GRAVEL BLANKET1-1.5" DOUBLE WASHED STONE(NON LIMESTONE OR CONCRETE MATERIAL)NON-WOVEN GEOTEXTILE (MnDOT 3733, TYPE 1 - HIGHFLOW RATE)AROUND GRAVEL BLANKET - EXTENDING 1.5'FROM SIDES OF UNDERDRAIN PIPE6" PVC PERF. DRAIN TILE PIPEWITH 4 ROWS OF PERFORATIONSON BOTTOM PER MNDOT 3245.LOCATION AS SHOWN ON THEPLANSSEE GRADING PLAN FOR DEPTHPLANT MATERIAL, SEE LANDSCAPE PLANSIDE SLOPE TREATMENTS, SEE GRADING OR LANDSCAPE PLANS6-8" CRUSHED ANGULAR RIPRAP IN BOTTOM OF BASINCONSTRUCTION SAND(UNDER ROCK WINDOWONLY)1150 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERC5.4CIVIL DETAILSREVISION SUMMARYDATEDESCRIPTION51 Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Parcel ID: 250100900Address: 1680 W 78th StOwner: Trust for the Benefitof Joy M Gorra C/O Joy MGorra and Doris ButlParcel ID: 250110200Address: 1456 78th StOwner: City of Chanhassen42" RCP (Per Rec)42" RCP (Per Rec)Centerline of Creek12" DIP12" DIP12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Parcel ID: 250100900Address: 1680 W 78th StOwner: Trust for the Benefitof Joy M Gorra C/O Joy MGorra and Doris ButlParcel ID: 250110200Address: 1456 78th StOwner: City of Chanhassen42" RCP (Per Rec)42" RCP (Per Rec)SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLE25' PKG. STBK. (MIN.)SEE WETLAND BUFFER EXHIBIT ON C2.0 FORREQUIRED AND PROPOSED BUFFER AREASDO NOT ENCROACH ON WETLAND50' BLDG. STBK. (MIN.)NO PARKINGNO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLEBUCKTHORN / INVASIVESPECIES REMOVAL1 - PB3 - UP1 - GI6 - BV4 - UP2 - SINO MOW FESCUE GRASSDRY PRAIRIE SEED MIXMULCH, TYP.SEE SECHEDULE3 - SI3 - PP6 - WF6 - WF1 - GI1 - GI6 - MP4 - AO5 - CS2 - BV5 - CS11 - CK8 - AV9 - AV9 - AV14 - CK3 - RA14 - PB215 - PB25 - SM9 - CK11 - AV15 - DC3 - WF2 - WF4 - GD1 - PB1 - PB3 - GI6 - MS2 - MR3 - MR3 - BR3 - BR5 - CS11 - HS8 - LR5 - CR5 - CH8 - NW8 - HX9 - RA6 - AV10 - AV7 - NW9 - HX9 - RA6 - HX16 - TT8 - WF17 - HJ225 - DC8 - TT7 - SM7 - SM10 - TTTURF TYP.SYTHETIC TURF OR SODTYP.SYMBOLCOMMON / BOTANICAL NAMEQTYSIZEGROUND COVERSSHREDDED CEDAR MULCH 3" DEEP / SHREDDED CEDAR MULCH4,784 sfMulchSUNNY LAWN MIX / TURF SEED2,891 sfSeed MixMNDOT - SEED MIXESMN SEED MIX #35-221 DRY PRAIRIE GENERAL, / MNDOT - GENERAL RESTORATION SEED MIX14,246 sfSeed MixMN SEED MIX #34-262 WET PRAIRIE / MNDOT - LOWER BASIN SEED MIX2,840 sfSeed MixSHOOTING STAR - SEED MIXESNO MOW FINE FESCUE MIX, SHOOTING STAR EQ / NO MOW SEED MIX17,854 sfSeed MixSPECIALTY SURFACINGSYNTHETIC TURF OR SOD / SYNTHETIC TURF OR SOD2,127 sfSynthetic TurfPLANT SCHEDULEL1.0LANDSCAPE PLANCOPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531824904Patrick J. SarverLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED LANDSCAPE ARCHITECT UNDERTHE LAWS OF THE STATE OF MINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNER 1.THE CONTRACTOR SHALL PROVIDE ONLY PLANT MATERIAL FREE OF NEONICOTINOID BASED INSECTICIDES AND/OR TREATMENTS OF ANYKIND, INCLUDING BY NOT LIMITED TO IMIDACLOPRID (CONFIDOR, ADMIRE, GAUCHO, ADVOCATE), THIAMETHOXAM (ACTARA, PLATINUM,CRUISER), CLOTHIANIDIN (PONCHO, DANTOSU, DANTOP), ACETAMIPRID (MOSPILAN, ASSAIL, CHIPCOTRISTAR), THIACLOPRID (CALYPSO),DINOTEFURAN (STARKLE, SAFARI, VENOM), AND NITENPYRAM (CAPSTAR, GUARDIAN).2.CONTRACTOR SHALL CERTIFY, THROUGH SUPPLIERS POLICY STATEMENT OR AFFIDAVIT, THAT NO NEONICOTINOID BASED INSECTICIDESHAVE BEEN USED ON SITE OR DIRECTLY ADJACENT TO THE GROWING OR STORAGE PLOTS OF THE SUPPLIED PLANT MATERIAL, INCLUDINGTHE PLANTING OF AGRICULTURAL (OR OTHER) SEED TREATED WITH NEONICS..POLLINATOR SAFE PLANT MATERIAL:LANDSCAPE NOTES:PROPOSED PERENNIAL PLANT SYMBOLS - SEE PLANTSCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZESPROPOSED DECIDUOUS AND EVERGREEN SHRUB SYMBOLS - SEEPLANT SCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZESPROPOSED ORNAMENTAL TREE SYMBOLS - SEE PLANTSCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZESPROPOSED EVERGREEN TREE SYMBOLS - SEE PLANTSCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZESPROPOSED CANOPY TREE SYMBOLS - SEEPLANT SCHEDULE AND PLAN FOR SPECIESAND PLANTING SIZESLANDSCAPE PLAN LEGEND:EDGING - SHALL BE COMMERCIAL GRADE, 4" DEPTH ALUMINUM,BLACK OR DARK GREEN IN COLOR, INCLUDE ALL CONNECTORS,STAKES, & ALL APPURTENANCES PER MANUF. INSTALL PER MANUF.INSTRUC./SPECS.PLANTING SEASON SCHEDULESEASONCONIFEROUSDECIDUOUSREMARKSSPRING PLANTINGAPRIL 15 - JUNE 15APRIL 15 - JUNE 15FALL PLANTINGAUGUST 21 - SEPTEMBER 30AUGUST 15 - NOVEMBER 15NOTE: ADJUSTMENTS TO PLANTING DATES MUST BE APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT.CONSTRUCTION LIMITSREVISION SUMMARYDATEDESCRIPTION01" = 30'-0"30'-0"15'-0"NKnow what'sbelow.before you dig.CallRMULCH SCHEDULEAREAMULCH TYPEEDGINGFABRICREMARKSTREE RINGS4" DEPTH, SHREDDED CEDARNONOSEE DETAIL SHT. L1.1PLANTING BEDS4" DEPTH, SHREDDED CEDARYESNOMAINT. STRIP AT BUILDING FOUNDATION4" DEPTH, SHREDDED CEDARYESNONATIVE SEED AREASEROSION CONTROL NETTINGNANAEROSION CONTROL NETTING PER MNDOTSPECNOTE: COORDINATE ALL MULCH AND PLANTING BED MATERIAL PRIOR TO INSTALLATION, PROVIDE SAMPLES AND SHOP DRAWINGS/PHOTOS/DATA SHEETS OF ALLMATERIALS1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TOCONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2.REFERENCE MULCH SCHEDULE FOR MULCH MATERIALS AND LOCATIONS.3.ALL TREES SHALL BE MULCHED WITH SHREDDED CEDAR MULCH TO OUTER EDGE OF SAUCER OR TO EDGE OF PLANTING BED, IF APPLICABLE. ALL MULCH SHALL BE KEPT WITHIN A MINIMUM OF2" FROM TREE TRUNK.4.IF SHOWN ON PLAN, RANDOM SIZED LIMESTONE BOULDERS COLOR AND SIZE TO COMPLIMENT NEW LANDSCAPING. OWNER TO APPROVE BOULDER SAMPLES PRIOR TO INSTALLATION.5.PLANT MATERIALS SHALL CONFORM WITH THE AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS AND SHALL BE OF HARDY STOCK, FREE FROM DISEASE, DAMAGE AND DISFIGURATION.CONTRACTOR IS RESPONSIBLE FOR MAINTAINING PLUMPNESS OF PLANT MATERIAL FOR DURATION OF ACCEPTANCE PERIOD.6.UPON DISCOVERY OF A DISCREPANCY BETWEEN THE QUANTITY OF PLANTS SHOWN ON THE SCHEDULE AND THE QUANTITY SHOWN ON THE PLAN, THE PLAN SHALL GOVERN.7.CONDITION OF VEGETATION SHALL BE MONITORED BY THE LANDSCAPE ARCHITECT THROUGHOUT THE DURATION OF THE CONTRACT. LANDSCAPE MATERIALS PART OF THE CONTRACT SHALLBE WARRANTED FOR TWO (2) FULL GROWING SEASONS FROM SUBSTANTIAL COMPLETION DATE.8.ALL AREAS DISTURBED BY CONSTRUCTION ACTIVITIES SHALL RECEIVE 6" LAYER TOPSOIL AND SOD AS SPECIFIED UNLESS OTHERWISE NOTED ON THE DRAWINGS.9.COORDINATE LOCATION OF VEGETATION WITH UNDERGROUND AND OVERHEAD UTILITIES, LIGHTING FIXTURES, DOORS AND WINDOWS. CONTRACTOR SHALL STAKE IN THE FIELD FINALLOCATION OF TREES AND SHRUBS FOR REVIEW AND APPROVAL BY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION.10.ALL PLANT MATERIALS SHALL BE WATERED AND MAINTAINED UNTIL ACCEPTANCE.11.REPAIR AT NO COST TO OWNER ALL DAMAGE RESULTING FROM LANDSCAPE CONTRACTOR'S ACTIVITIES.12.SWEEP AND MAINTAIN ALL PAVED SURFACES FREE OF DEBRIS GENERATED FROM LANDSCAPE CONTRACTOR'S ACTIVITIES.13.PROVIDE SITE WIDE IRRIGATION SYSTEM DESIGN AND INSTALLATION. SYSTEM SHALL BE FULLY PROGRAMMABLE AND CAPABLE OF ALTERNATE DATE WATERING. THE SYSTEM SHALL PROVIDEHEAD TO HEAD OR DRIP COVERAGE AND BE CAPABLE OF DELIVERING ONE INCH OF PRECIPITATION PER WEEK. SYSTEM SHALL EXTEND INTO THE PUBLIC RIGHT-OF-WAY TO THE EDGE OFPAVEMENT/BACK OF CURB.14.CONTRACTOR SHALL SECURE APPROVAL OF PROPOSED IRRIGATION SYSTEM INCLUDING PRICING FROM OWNER, PRIOR TO INSTALLATION.CITY REQUIRED LANDSCAPING:PER ARTICLE XXV. LANDSCAPING & TREE REMOVAL FROM THE CITY OF CHANHASSEN.PROPOSED ZONING: (HD PUD) - HIGH DENSITY PUD DISTRICTSITE AREA:155,251 SFTOTAL IMPERVIOUS AREA:57,955 SF (37.3%)TOTAL OPEN SPACE PROPOSED:101,672 SF (62.7%)SCREENING REQUIREMENTS:SCREEN REQ'D ON ALL VISUAL IMPACTS:TRASH ENCLOSURE (PROVIDED)UTILITY PADS (PROVIDED)SCREEN PARKING LOT PERIMETER (PROVIDED)FOUNDATION & AESTHETIC PLANTINGS REQUIRED:LANDSCAPING REQ'D AROUND PERIMETER OF BUILDING FOOTPRINT. (PROVIDED)BUFFER YARD REQUIREMENTS:NORTH BOUNDARY: ADJACENT (RR) / (LL/LD) DISTRICT - BUFFER YARD C REQ'DEXISTING VEGETATION PROVIDED, NO ADDITIONAL SCREENING ADDEDEAST BOUNDARY: ADJACENT (RR) / (LL/LD) DISTRICT - BUFFER YARD C REQ'D10' BUFFER YARD; 2.7 CANOPY TREES, 5.4 UNDERSTORY TREES, 8.1 SHRUBS PER 100 LF135 LF / 100 LF = 1.35; (THE NORTH 65 LF OF BOUNDARY IS EXISTING BUFFER VEGETATION)1.35 X 2.7 CANOPY = 3.65 CANOPY TREES REQ'D (4 PROVIDED)1.35 X 5.4 UNDERSTORY = 7.29 UNDERSTORY REQ'D (9 PROVIDED)1.35 X 8.1 SHRUBS = 10.94 SHRUBS REQ'D (21 PROVIDED)SOUTH BOUNDARY: ADJACENT PUBLIC RIGHT-OF-WAY - BUFFER YARD B REQ'D15' BUFFER YARD; 2 CANOPY TREES, 4 UNDERSTORY TREES, & 6 SHRUBS PER 100 LF360 LF / 100 LF = 3.6;3.6 X 2 CANOPY = 7.2 REQ'D (8 PROVIDED)3.6 X 4 UNDERSTORY = 14.4 REQ'D (15 PROVIDED)3.6 X 6 SHRUBS = 21.6 REQ'D (30 PROVIDED)WEST BOUNDARY: ADJACENT (RR) / (LL/LD) DISTRICT - BUFFER YARD C REQ'D15' BUFFER YARD; 3 CANOPY TREES, 6 UNDERSTORY TREES, 9 SHRUBS PER 100 LF235 / 100 = 2.35;2.35 x 3 CANOPY = 7.05 REQ'D (8 PROVIDED)2.35 X 6 UNDERSTORY = 14.1 REQ'D (15 PROVIDED)2.35 X 9 SHRUBS = 21.15 REQ'D (22 PROVIDED)INTERIOR PARKING LOT LANDSCAPING:8 SF LANDSCAPING AREA REQ'D FOR EACH 100 SF OF PARKING LOT AREA18,070 SF / 100 = 180.07 X 8 = 1,440.56 SF REQ'D INTERIOR LANDSCAPING (2,725 SF PROVIDED)DIVISION 3. - SEC. 20-1179 - LANDSCAPE BUDGETPROJECT VALUE: OVER $4,000,000 = MINIMUM LANDSCAPE VALUE OF 1%(.01 X 4,000,000 = $40,000)OTHER REQUIREMENTS:ALL NEW PLANTING AREAS MUST HAVE AN IRRIGATION SYSTEM INSTALLED. PER SEC. 20-1181.REQUIRED PLANT INSTALL SIZE:DECIDUOUS: MIN. 10' HT., OR 2-1/2" CAL.EVERGREEN: MIN. 6' HT. AND MIN 1-1/2" CAL. FOR UNDERSTORY; MIN. 8' HT. OVERSTORYSHRUBS: DECIDUOUS - 2' MIN. HT.; EVERGREEN - 2' HT. AND 2' DIAMETER52 SYMBOLCODECOMMON / BOTANICAL NAMEQTYCONTTREESAOStanding Ovation™ Serviceberry / Amelanchier alnifolia 'Obelisk'61.5" CAL. B&BBVPrairie Dream® Paper Birch / Betula papyrifera 'Varen'61.5" CAL. B&BBRRoyal Frost Birch / Betula x 'Royal Frost'61.5" CAL. B&BGISkyline® Honey Locust / Gleditsia triacanthos inermis 'Skycole'73.5" CAL. B&BGDKentucky Coffeetree / Gymnocladus dioicus 'Espresso'43.5" CAL. B&BMPPrairifire Crabapple / Malus x 'Prairifire'61.5" CAL. B&BMRRoyal Gem Crabapple / Malus x 'Royal Gem'31.5" CAL. B&BMSSpring Snow Crabapple / Malus x 'Spring Snow'111.5" CAL. B&BPBBlack Hills Spruce / Picea glauca densata66` HT. B&BPPPrairie Gold® Quaking Aspen / Populus tremuloides 'NE Arb'33.5" CAL. B&BSIIvory Silk Japanese Tree Lilac / Syringa reticulata 'Ivory Silk'51.5" CAL. B&BUPPrinceton American Elm / Ulmus americana 'Princeton'53.5" CAL. B&BSUBTOTAL:68SYMBOLCODECOMMON / BOTANICAL NAMEQTYSIZESHRUBSCHIvory Halo® Tatarian Dogwood / Cornus alba 'Bailhalo'5#5 CONTCRRed Gnome™ Tatarian Dogwood / Cornus alba 'Regnzam'5#5 CONTCSRed Twig Dogwood / Cornus stolonifera23#5 CONTLRKodiak® Orange Diervilla / Diervilla x 'G2X88544'8#5 CONTHSFirefly Nightglow Bush Honeysuckle / Diervilla x splendens 'El Madrigal'12#5 CONTNWWalker's Low Catmint / Nepeta x 'Walker's Low'28#5 CONTPB2Diabolo® Ninebark / Physocarpus opulifolius 'Monlo'29#5 CONTRAFragrant Sumac / Rhus aromatica21#5 CONTSMDwarf Korean Lilac / Syringa meyeri 'Palibin'19#5 CONTTTTaunton's Anglo-Japanese Yew / Taxus x media 'Tauntonii'34#5 CONTTBTechnito® Arborvitae / Thuja occidentalis 'Bail John'5#5 CONTWFShining Sensation™ Weigelia / Weigela florida 'Bokrashine'30#5 CONTSUBTOTAL:219PERENNIALSAVVision in Pink Chinese Astilbe / Astilbe chinensis 'Vision in Pink'57#1 CONTCKKarl Foerster Feather Reed Grass / Calamagrostis x acutiflora 'Karl Foerster'21#1 CONTDCCranberry Ice Dianthus / Dianthus x 'Cranberry Ice'25#1 CONTHXSunday Gloves Daylily / Hemerocallis x 'Sunday Gloves'23#1 CONTHJ2June Hosta / Hosta x 'June'17#1 CONTSUBTOTAL:143PLANT SCHEDULEL1.1LANDSCAPE PLANNOTES & DETAILSCOPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531824904Patrick J. SarverLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED LANDSCAPE ARCHITECT UNDERTHE LAWS OF THE STATE OF MINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNER 1.ENTIRE SITE SHALL BE FULLY IRRIGATED. THE CONTRACTOR SHALL SUBMIT IRRIGATION SHOPDRAWINGS FOR REVIEW AND APPROVAL BY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION.2.PROVIDE SITE WIDE IRRIGATION SYSTEM DESIGN AND INSTALLATION. SYSTEM SHALL BE FULLYPROGRAMMABLE AND CAPABLE OF ALTERNATE DATE WATERING. THE SYSTEM SHALL PROVIDE HEADTO HEAD OR DRIP COVERAGE AND BE CAPABLE OF DELIVERING ONE INCH OF PRECIPITATION PERWEEK. SYSTEM SHALL EXTEND INTO THE PUBLIC RIGHT-OF-WAY TO THE EDGE OF PAVEMENT/BACKOF CURB.3.CONTRACTOR SHALL SECURE APPROVAL OF PROPOSED IRRIGATION SYSTEM INLCUDING PRICINGFROM OWNER, PRIOR TO INSTALLATION.4.SEE MECHANICAL AND ELECTRICAL PLANS AND SPECIFICATIONS FOR IRRIGATION WATER, METER,AND POWER CONNECTIONS.5.CONTRACTOR TO VERIFY LOCATION OF ALL UNDERGROUND/ABOVE GROUND FACILITIES PRIOR TOANY EXCAVATION/INSTALLATION. ANY DAMAGE TO UNDERGROUND/ABOVE GROUND FACILITIES SHALLBE THE RESPONSIBILITY OF THE CONTRACTOR AND COSTS ASSOCIATED WITH CORRECTINGDAMAGES SHALL BE BORNE ENTIRELY BY THE CONTRACTOR.6.SERVICE EQUIPMENT AND INSTALLATION SHALL BE PER LOCAL UTILITY COMPANY STANDARDS ANDSHALL BE PER NATIONAL AND LOCAL CODES. EXACT LOCATION OF SERVICE EQUIPMENT SHALL BECOORDINATED WITH THE LANDSCAPE ARCHITECT OR EQUIVALENT AT THE JOB SITE.7.CONTRACTOR SHALL COORDINATE WITH LOCAL UTILITY COMPANY FOR THE PROPOSED ELECTRICALSERVICE AND METERING FACILITIES.8.IRRIGATION WATER LINE CONNECTION SIZE IS 1-12" AT BUILDING. VERIFY WITH MECHANICAL PLANS.9.ALL MAIN LINES SHALL BE 18" BELOW FINISHED GRADE.10.ALL LATERAL LINES SHALL BE 12" BELLOW FINISHED GRADE.11.ALL EXPOSED PVC RISERS, IF ANY, SHALL BE GRAY IN COLOR.12.CONTRACTOR SHALL LAY ALL SLEEVES AND CONDUIT AT 2'-0" BELOW THE FINISHED GRADE OF THETOP OF PAVEMENT. EXTEND SLEEVES TO 2'-0" BEYOND PAVEMENT.13.CONTRACTOR SHALL MARK THE LOCATION OF ALL SLEEVES AND CONDUIT WITH THE SLEEVINGMATERIAL "ELLED" TO 2'-0" ABOVE FINISHED GRADE AND CAPPED.14.FABRICATE ALL PIPE TO MANUFACTURE'S SPECIFICATIONS WITH CLEAN AND SQUARE CUT JOINTS.USE QUALITY GRADE PRIMER AND SOLVENT CEMENT FORMULATED FOR INTENDED TYPE OFCONNECTION.15.BACKFILL ALL TRENCHES WITH SOIL FREE OF SHARP OBJECTS AND DEBRIS.16.ALL VALVE BOXES AND COVERS SHALL BE BLACK IN COLOR.17.GROUP VALVE BOXES TOGETHER FOR EASE WHEN SERVICE IS REQUIRED. LOCATE IN PLANT BEDAREAS WHENEVER POSSIBLE.18.IRRIGATION CONTROLLER LOCATION SHALL BE VERIFIED ON-SITE WITH OWNER'S REPRESENTATIVE.19.CONTROL WIRES: 14 GAUGE DIRECT BURIAL, SOLID COPPER IRRIGATION WIRE. RUN UNDER MAINLINE. USE MOISTURE-PROOF SPLICES AND SPLICE ONLY AT VALVES OR PULL BOXES. RUN SEPARATEHOT AND COMMON WIRE TO EACH VALVE AND ONE (1) SPARE WIRE AND GROUND TO FURTHESTVALVE FROM CONTROLLER. LABEL OR COLOR CODE ALL WIRES.20.AVOID OVER SPRAY ON BUILDINGS, PAVEMENT, WALLS AND ROADWAYS BY INDIVIDUALLY ADJUSTINGRADIUS OR ARC ON SPRINKLER HEADS AND FLOW CONTROL ON AUTOMATIC VALVE.21.ADJUST PRESSURE REGULATING VALVES FOR OPTIMUM PRESSURE ON SITE.22.USE SCREENS ON ALL HEADS.23.A SET OF AS-BUILT DRAWINGS SHALL BE MAINTAINED ON-SITE AT ALL TIMES IN AN UPDATEDCONDITION.24.ALL PIPE 3" AND OVER SHALL HAVE THRUST BLOCKING AT EACH TURN.25.ALL AUTOMATIC REMOTE CONTROL VALVES WILL HAVE 3" MINIMUM DEPTH OF 3/4" WASHED GRAVELUNDERNEATH VALVE AND VALVE BOX. GRAVEL SHALL EXTENT 3" BEYOND PERIMETER OF VALVE BOX.26.THERE SHALL BE 3" MINIMUM SPACE BETWEEN BOTTOM OF VALVE BOX COVER AND TOP OF VALVESTRUCTURE.IRRIGATION NOTES:REVISION SUMMARYDATEDESCRIPTIONSEE SHEET L1.0 FOR GENERALLANDSCAPE NOTES & LEGENDKnow what'sbelow.before you dig.CallRTHREE TIMES WIDTHOF ROOTBALLDECIDUOUS & CONIFEROUS TREE PLANTINGN T SPRUNE AS FIELD DIRECTED BY THE LANDSCAPEARCHITECT TO IMPROVE APPEARANCE (RETAIN NORMALTREE SHAPE)THREE 2"X4"X8' WOODEN STAKES, STAINED BROWN WITHTWO STRANDS OF WIRE TWISTED TOGETHER. STAKESSHALL BE PLACED AT 120° TO ONE ANOTHER. WIRE SHALLBE THREADED THROUGH NYLON STRAPPING WITHGROMMETS. ALTERNATE STABILIZING METHODS MAY BEPROPOSED BY CONTRACTOR.TRUNK FLARE JUNCTION: PLANT TREE 1"-2" ABOVEEXISTING GRADEMULCH TO OUTER EDGE OF SAUCER OR TO EDGE OFPLANTING BED, IF APPLICABLE. ROCK OR ORGANIC MULCH,SEE GENERAL LANDSCAPE NOTES AND PLAN NOTES FORMULCH TYPE. KEEP MULCH MIN. 2" FROM PLANT TRUNKEXISTING GRADECUT AND REMOVE BURLAP FROM TOP 1/3 OF ROOT BALL. IFNON-BIODEGRADABLE, REMOVE COMPLETELYSLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OFPLANTING BEDBACKFILL AS SPECIFIEDCOMPACT BOTTOM OF PIT, TYP.RULE OF THUMB - MODIFY EXCAVATION BASED ONLOCATION OF PLANT MATERIAL AND DESIGN OF BEDS OROVERALL PLANT PLACEMENT1DECIDUOUS & CONIFEROUS SHRUB PLANTINGN T SPRUNE AS FIELD DIRECTED BY THE LANDSCAPEARCHITECT TO IMPROVE APPEARANCE (RETAIN NORMALSHAPE FOR SPECIES)PLANT TOP OF ROOTBALL 1-2" ABOVE ABOVESURROUNDING GRADEROOTS AT OUTER EDGE OF ROOTBALL LOOSENED TOENSURE PROPER BACKFILL-TO-ROOT CONTACTSLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OFPLANTING BEDEXISTING GRADEROCK OR ORGANIC MULCH, SEE GENERAL LANDSCAPENOTES AND PLAN NOTES FOR MULCH TYPE. KEEP MULCHMIN. 2" FROM PLANT TRUNKBACKFILL AS PER SPECIFICATIONDO NOT EXCAVATE BELOW ROOTBALL.THREE TIMES WIDTHOF ROOTBALLRULE OF THUMB - MODIFY EXCAVATION BASED ONLOCATION OF PLANT MATERIAL AND DESIGN OF BEDS OROVERALL PLANT PLACEMENT2DRAWN @ ? sizePERENNIAL BED PLANTINGN T SPLANT TOP OF ROOTBALL 1-2" ABOVE ABOVESURROUNDING GRADEROOTS AT OUTER EDGE OF ROOTBALL LOOSENED TOENSURE PROPER BACKFILL-TO-ROOT CONTACTSLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OFPLANTING BEDEXISTING GRADEROCK OR ORGANIC MULCH, SEE GENERAL LANDSCAPENOTES AND PLAN NOTES FOR MULCH TYPE. KEEP MULCHMIN. 2" FROM PLANT STEMBACKFILL AS PER SPECIFICATIONDO NOT EXCAVATE BELOW ROOTBALL.SIZE VARIESSEE LANDSCAPE PLANMODIFY EXCAVATION BASED ON LOCATION OF PLANTMATERIAL AND DESIGN OF BEDS OR OVERALL PLANTPLACEMENT3FINISHED GRADE3'-0" MIN.DRAWN @ ? sizeAGGREGATE MULCHN T SFACE OF BUILDING/STRUCTURE3" LAYER OF 34" - 1 12" DIA. SMOOTH RIVERROCK. PROVIDE SAMPLE TO LANDSCAPEARCHITECT PRIOR TO INSTALLATIONGEOTEXTILE FABRICCOMPACTED SUBGRADE453 Centerline of Creek12" RCP 12" RCP12" RCPW 78th St(A Public R/W)Centerline of Creek12" RCP 12" RCP12" RCPW 78th St(A Public R/W)CONSTRUCTIONLIMITSCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSCONSTRUCTIONENTRANCEPERIMETEREROSION CONTROLAT CONSTRUCTIONLIMITS, TYP.CONTRACTOR TO PROVIDEINLET PROTECTION AT ALLDOWNSTREAM CATCHBASINS.INLET PROTECTIONAT EXISTING CATCHBASIN TO REMAIN,TYPINSTALL DOUBLE SILTFENCE ALONG EDGEOF WETLAND BUFFER,AS SHOWN, REMOVESEDIMENT WHENHALFWAY UP FENCE,TYP.PERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.PERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERSW1.0SWPPP - EXISTINGCONDITIONS1. RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES.CITY OF CHANHASSAN EROSION CONTROL NOTES:SWPPP LEGEND:EX. 1' CONTOUR ELEVATION INTERVALINLET PROTECTIONSTABILIZED CONSTRUCTION ENTRANCEDRAINAGE ARROWSILT FENCE / BIOROLL - GRADING LIMIT1125ALL SPECIFIED EROSION AND SEDIMENT CONTROLPRACTICES, AND MEASURES CONTAINED IN THISSWPPP ARE THE MINIMUM REQUIREMENTS.ADDITIONAL PRACTICES MAY BE REQUIRED DURINGTHE COURSE OF CONSTRUCTION.REVISION SUMMARYDATEDESCRIPTION1.ALL EXISTING UTILITY LOCATIONS SHOWN AREAPPROXIMATE. CONTACT "GOPHER STATE ONE CALL"(651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALLREPAIR OR REPLACE ANY UTILITIES THAT ARE DAMAGEDDURING CONSTRUCTION AT NO COST TO THE OWNER.2.THIS PROJECT IS GREATER THAN ONE ACRE AND WILLREQUIRE AN MPCA NPDES PERMIT. CONTRACTOR ISRESPONSIBLE FOR OBTAINING ANY EROSION CONTROLPERMITS REQUIRED BY THE CITY.3.SEE SHEETS SW1.0 - SW1.5 FOR ALL EROSION CONTROLNOTES, DESCRIPTIONS, AND PRACTICES.4.SEE GRADING PLAN FOR ADDITIONAL GRADING AND EROSIONCONTROL NOTES.5.CONTRACTOR IS RESPONSIBLE FOR SWPPPIMPLEMENTATION, INSPECTIONS, MAINTENANCE ANDCOMPLIANCE WITH THE PERMIT.SWPPP NOTES:01" = 30'-0"30'-0"15'-0"NKnow what'sbelow.before you dig.CallR54 Centerline of CreekW 78th St(A Public R/W)Centerline of CreekW 78th St(A Public R/W)SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLEWETLANDSEE WETLAND BUFFER EXHIBIT ON C2.0 FORREQUIRED AND PROPOSED BUFFER AREASDO NOT ENCROACH ON WETLANDNO PARKINGNO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKINGCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSCONSTRUCTIONLIMITSABOVEGROUNDBIO-FILTRATION BASINBOT=951.006" DT. IE=949.00OE=952.50WQL (MPCA)=951.87100-YR HWL=954.48EOF=955.25SINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8" 5' - 5" 14' - 0" 14' - 0"2 3/4"6' - 6 1/4" 20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUDFACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSSINGLESINGLESINGLEFACE OF STUDLINK /EGRESSEGRESSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORSSMOKEBARRIERDOORS20' - 8"5' - 5"14' - 0"14' - 0"2 3/4"6' - 6 1/4"20' - 8"FACE OF STUDFACE OF STUD22' - 7 1/2"6' - 1 1/4"25' - 5 3/8"35' - 0 1/2"30' - 8 3/8"6' - 1 3/4"23' - 2"FACE OF STUD FACE OF STUD FACE OFSTUDFACE OF STUD10' - 10 5/8"6 1/8" FACE OF WALL SINGLE -ACCESSIBLESINGLE -ACCESSIBLEDOUBLEACCESSIBLESINGLESINGLESINGLESINGLEDOUBLESINGLEDOUBLEDOUBLEFACE OF STUD 6' - 6 1/4"3 3/8"14' - 8"14' - 8"14' - 8"14' - 8"25' - 6"14' - 8"14' - 8"14' - 8"20' - 6"3 3/8"FACE OF STUDFACE OF STUD 5' - 0 5/8"5' - 0 5/8"SMOKEBARRIERDOORSDOUBLEDOUBLECONSTRUCTIONENTRANCEPERIMETEREROSION CONTROLAT CONSTRUCTIONLIMITS, TYP.CONTRACTOR TO PROVIDEINLET PROTECTION AT ALLDOWNSTREAM CATCHBASINS.INLET PROTECTIONAT EXISTING CATCHBASIN TO REMAIN,TYPINSTALL DOUBLE SILTFENCE ALONG EDGEOF WETLAND BUFFER,AS SHOWN, REMOVESEDIMENT WHENHALFWAY UP FENCE,TYP.INLET PROTECTION ATPROPOSED CATCHBASIN, TYPINLET PROTECTION ATPROPOSED CATCHBASIN, TYPPERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.PERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERSW1.1SWPPP - PROPOSEDCONDITIONS1. RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES.CITY OF CHANHASSAN EROSION CONTROL NOTES:SWPPP LEGEND:INLET PROTECTIONSTABILIZED CONSTRUCTION ENTRANCEDRAINAGE ARROW1.0' CONTOUR ELEVATION INTERVALSILT FENCE / BIOROLL - GRADING LIMITEROSION CONTROL BLANKET1137REVISION SUMMARYDATEDESCRIPTION1.ALL EXISTING UTILITY LOCATIONS SHOWN AREAPPROXIMATE. CONTACT "GOPHER STATE ONE CALL"(651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALLREPAIR OR REPLACE ANY UTILITIES THAT ARE DAMAGEDDURING CONSTRUCTION AT NO COST TO THE OWNER.2.THIS PROJECT IS GREATER THAN ONE ACRE AND WILLREQUIRE AN MPCA NPDES PERMIT. CONTRACTOR ISRESPONSIBLE FOR OBTAINING ANY EROSION CONTROLPERMITS REQUIRED BY THE CITY.3.SEE SHEETS SW1.0 - SW1.5 FOR ALL EROSION CONTROLNOTES, DESCRIPTIONS, AND PRACTICES.4.SEE GRADING PLAN FOR ADDITIONAL GRADING AND EROSIONCONTROL NOTES.5.CONTRACTOR IS RESPONSIBLE FOR SWPPPIMPLEMENTATION, INSPECTIONS, MAINTENANCE ANDCOMPLIANCE WITH THE PERMIT.SWPPP NOTES:ALL SPECIFIED EROSION AND SEDIMENT CONTROLPRACTICES, AND MEASURES CONTAINED IN THISSWPPP ARE THE MINIMUM REQUIREMENTS.ADDITIONAL PRACTICES MAY BE REQUIRED DURINGTHE COURSE OF CONSTRUCTION.EX. 1' CONTOUR ELEVATION INTERVAL112501" = 30'-0"30'-0"15'-0"NKnow what'sbelow.before you dig.CallR55 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERSW1.2SWPPP - DETAILSREVISION SUMMARYDATEDESCRIPTIONTYPICAL STAPLE #8GAUGE WIRE1 1/2"10"NOTE:1. PLACE STAPLES 2 FEET APART TO KEEP MATTING FIRMLY PRESSED TO SOIL.EROSION BLANKETN T SPLACE STAPLES 2 FEET APART TO KEEPMATTING FIRMLY PRESSED TO SOIL.'D' EROSION STOP: FOLD OF MATTINGBURIED IN SILT TRENCH AND TAMPED.DOUBLE ROW OF STAPLES'C' OVERLAP: BURY UPPEREND OF LOWER STRIP AS IN 'A'AND 'B'. OVERLAP END OF TOPSTRIP 4" AND STAPLE'B' TAMP THE TRENCH FULL OF SOIL.SECURE WITH ROW OF STAPLES, 10"SPACING, 4" DOWN FROM TRENCH'A' BURY THE TOP END OF THE MATTINGIN A TRENCH 4" OR MORE IN DEPTH'E' OVERFALL1FLOWSEDIMENT BIO-ROLL / COMPOST FILTER LOGN T SNOTE:1. COMPOST FILTER LOGS (BIO ROLLS) SHALL BE FILTREXX EROSION CONTROL SOXX OR APPROVED EQUAL.2. COMPOST FILLER TO BE MADE FROM A COMPOST BLEND 30%-40% GRADE 2 (SPEC 3890) AND 60%-70% PARTIALLYDECOMPOSED WOOD CHIPS, PER MNDOT SPEC 3897.3. FILTER FABRIC SHALL BE GEOTEXTILE KNITTED MATERIAL WITH MAX. OPENINGS OF 3/8".4. IF MULTIPLE ROLLS NEEDED, OVERLAP BY MIN. 12" AT ENDS AND STAKE.5. SILT SHALL BE REMOVED ONCE IT REACHES 80% OF THE HEIGHT OF THE ROLL OR AS DEEMED NECESSARY BY SITECONTRACTOR TO MAINTAIN PROPER FUNCTION.8" MIN.EXISTING GROUND SURFACEWOODEN STAKES 1/2"X2"X16" MIN. PLACED 10' O.C. WHENINSTALLED ON GROUND. IF INSTALLED ON PVMT. PROVIDESANDBAGS BEHIND AND ON TOP AT MIN. 10' O.C.FILTER FABRIC AS SPECIFIEDFILLER AS SPECIFIEDFILL UPSTREAM BASE EDGEWITH 2" OF DIRT OR COMPOSTTO EMBED ROLL.256 SW1.3SWPPP - NARRATIVEOWNER INFORMATIONTRAINING SECTION 21PARTY RESPONSIBLE FOR LONG TERM OPERATION AND MAINTENANCE OFPERMANENT STORM WATER MANAGEMENT SYSTEMPERMANENT STORMWATER MANAGEMENT IS REQUIRED AS PART OF THIS PROJECT TO MEET NPDES PERMITREQUIREMENTS. THE PROPERTY OWNER IS RESPONSIBLE FOR THE LONG TERM OPERATION AND MAINTENANCE OF THEPROPOSED STORMWATER SYSTEM.AREAS AND QUANTITIES:SWPPP CONTACT PERSONCONTRACTOR:SWPPP INSPECTOR TRAINING:ALL SWPPP INSPECTIONS MUST BE PERFORMED BY APERSON THAT MEETS THE TRAINING REQUIREMENTSOF THE NPDES CONSTRUCTION SITE PERMIT.TRAINING CREDENTIALS SHALL BE PROVIDED BY THECONTRACTOR AND KEPT ON SITE WITH THE SWPPPNOTE: QUANTITIES ARE FOR INFORMATIONAL PURPOSES ONLY. CONTRACTOR SHALL DETERMINE FORTHEMSELVES THE EXACT QUANTITIES FOR BIDDING AND CONSTRUCTION.SUPPLEMENTARY SITE SPECIFIC EROSION CONTROL NOTES:THESE NOTES SUPERCEDE ANY GENERAL SWPPP NOTES.THIS PROJECT IS GREATER THAN 1.0 ACRES SO AN NPDES PERMIT IS REQUIRED AND NEEDS TO BE SUBMITTED TO THEMPCA. THE CONTRACTOR IS REQUIRED TO FOLLOW THE GUIDELINES IN THE NPDES PERMIT THROUGHOUTCONSTRUCTION.SWPPP ATTACHMENTS (ONLY APPLICABLE IF SITE IS 1 ACRE OR GREATER):CONTRACTOR SHALL OBTAIN A COPY OF THE FOLLOWING SWPPP ATTACHMENTS WHICH ARE A PART OF THE OVERALLSWPPP PACKAGE:ATTACHMENT A. CONSTRUCTION SWPPP TEMPLATE - SITE SPECIFIC SWPPP DOCUMENTATTACHMENT B. CONSTRUCTION STORMWATER INSPECTION CHECKLISTATTACHMENT C. MAINTENANCE PLAN FOR PERMANENT STORM WATER TREATMENT SYSTEMSATTACHMENT D: STORMWATER MANAGEMENT REPORT - ON FILE AT THE OFFICE OF PROJECT ENGINEER. AVAILABLE UPON REQUEST.ATTACHMENT E: GEOTECHNICAL EVALUATION REPORT - ON FILE AT THE OFFICE OF PROJECT ENGINEER. AVAILABLE UPON REQUEST.THE CONTRACTOR AND ALL SUBCONTRACTORS INVOLVED WITH A CONSTRUCTION ACTIVITY THAT DISTURBS SITESOIL OR WHO IMPLEMENT A POLLUTANT CONTROL MEASURE IDENTIFIED IN THE STORM WATER POLLUTIONPREVENTION PLAN (SWPPP) MUST COMPLY WITH THE REQUIREMENTS OF THE NATIONAL POLLUTION DISCHARGEELIMINATION SYSTEM (NPDES) GENERAL PERMIT (DATED AUGUST 1, 2018 # MNR100001) AND ANY LOCAL GOVERNINGAGENCY HAVING JURISDICTION CONCERNING EROSION AND SEDIMENTATION CONTROL.STORMWATER DISCHARGE DESIGN REQUIREMENTSSWPPPTHE NATURE OF THIS PROJECT WILL BE CONSISTENT WITH WHAT IS REPRESENTED IN THIS SET OF CONSTRUCTIONPLANS AND SPECIFICATIONS. SEE THE SWPPP PLAN SHEETS AND SWPPP NARRATIVE (ATTACHMENT A:CONSTRUCTION SWPPP TEMPLATE) FOR ADDITIONAL SITE SPECIFIC SWPPP INFORMATION. THE PLANS SHOWLOCATIONS AND TYPES OF ALL TEMPORARY AND PERMANENT EROSION PREVENTION AND SEDIMENT CONTROLBMP'S. STANDARD DETAILS ARE ATTACHED TO THIS SWPPP DOCUMENT.THE INTENDED SEQUENCING OF MAJOR CONSTRUCTION ACTIVITIES IS AS FOLLOWS:1. INSTALL STABILIZED ROCK CONSTRUCTION ENTRANCE2. INSTALLATION OF SILT FENCE AROUND SITE3. INSTALL ORANGE CONSTRUCTION FENCING AROUND INFILTRATION AREAS4. INSTALL INLET PROTECTION AT ALL ADJACENT AND DOWNSTREAM CATCH BASINS5. CLEAR AND GRUB FOR TEMPORARY SEDIMENT BASIN / POND INSTALL6. CONSTRUCT TEMPORARY SEDIMENT BASIN / POND (SECTION 14)7. CLEAR AND GRUB REMAINDER OF SITE8. STRIP AND STOCKPILE TOPSOIL9. ROUGH GRADING OF SITE10. STABILIZE DENUDED AREAS AND STOCKPILES11. INSTALL SANITARY SEWER, WATER MAIN STORM SEWER AND SERVICES12. INSTALL SILT FENCE / INLET PROTECTION AROUND CB'S13. INSTALL STREET SECTION14. INSTALL CURB AND GUTTER15. BITUMINOUS ON STREETS16. FINAL GRADE BOULEVARD, INSTALL SEED AND MULCH17. REMOVE ACCUMULATED SEDIMENT FROM BASIN / POND18. FINAL GRADE POND / INFILTRATION BASINS (DO NOT COMPACT SOILS IN INFILTRATION AREAS.)19. WHEN ALL CONSTRUCTION ACTIVITY IS COMPLETE AND THE SITE IS STABILIZED BY EITHER SEED ORSOD/LANDSCAPING, REMOVE SILT FENCE AND RESEED ANY AREAS DISTURBED BY THE REMOVAL.RECORDS RETENTION:THE SWPPP (ORIGINAL OR COPIES) INCLUDING, ALL CHANGES TO IT, AND INSPECTIONS AND MAINTENANCERECORDS MUST BE KEPT AT THE SITE DURING CONSTRUCTION BY THE PERMITTEE WHO HAS OPERATIONALCONTROL OF THAT PORTION OF THE SITE. THE SWPPP CAN BE KEPT IN EITHER THE FIELD OFFICE OR IN AN ON SITEVEHICLE DURING NORMAL WORKING HOURS.ALL OWNER(S) MUST KEEP THE SWPPP, ALONG WITH THE FOLLOWING ADDITIONAL RECORDS, ON FILE FOR THREE(3) YEARS AFTER SUBMITTAL OF THE NOT AS OUTLINED IN SECTION 4. THIS DOES NOT INCLUDE ANY RECORDSAFTER SUBMITTAL OF THE NOT.1.THE FINAL SWPPP;2.ANY OTHER STORMWATER RELATED PERMITS REQUIRED FOR THE PROJECT;3.RECORDS OF ALL INSPECTION AND MAINTENANCE CONDUCTED DURING CONSTRUCTION (SEE SECTION 11,INSPECTIONS AND MAINTENANCE);4.ALL PERMANENT OPERATION AND MAINTENANCE AGREEMENTS THAT HAVE BEEN IMPLEMENTED, INCLUDINGALL RIGHT OF WAY, CONTRACTS, COVENANTS AND OTHER BINDING REQUIREMENTS REGARDING PERPETUALMAINTENANCE; AND5.ALL REQUIRED CALCULATIONS FOR DESIGN OF THE TEMPORARY AND PERMANENT STORMWATERMANAGEMENT SYSTEMS.SWPPP IMPLEMENTATION RESPONSIBILITIES:1.THE OWNER AND CONTRACTOR ARE PERMITTEE(S) AS IDENTIFIED BY THE NPDES PERMIT.2.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ON-SITE IMPLEMENTATION OF THE SWPPP, INCLUDING THEACTIVITIES OF ALL OF THE CONTRACTOR'S SUBCONTRACTORS.3.CONTRACTOR SHALL PROVIDE A PERSON(S) KNOWLEDGEABLE AND EXPERIENCED IN THE APPLICATION OFEROSION PREVENTION AND SEDIMENT CONTROL BMPS TO OVERSEE ALL INSTALLATION AND MAINTENANCE OFBMPS AND IMPLEMENTATION OF THE SWPPP.4.CONTRACTOR SHALL PROVIDE PERSON(S) MEETING THE TRAINING REQUIREMENTS OF THE NPDES PERMIT TOCONDUCT INSPECTION AND MAINTENANCE OF ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS INACCORDANCE WITH THE REQUIREMENTS OF THE PERMIT. ONE OF THESE INDIVIDUAL(S) MUST BE AVAILABLEFOR AN ONSITE INSPECTION WITHIN 72 HOURS UPON REQUEST BY MPCA. CONTRACTOR SHALL PROVIDETRAINING DOCUMENTATION FOR THESE INDIVIDUAL(S) AS REQUIRED BY THE NPDES PERMIT. THIS TRAININGDOCUMENTATION SHALL BE RECORDED IN OR WITH THE SWPPP BEFORE THE START OF CONSTRUCTION OR ASSOON AS THE PERSONNEL FOR THE PROJECT HAVE BEEN DETERMINED. DOCUMENTATION SHALL INCLUDE:4.1.NAMES OF THE PERSONNEL ASSOCIATED WITH THE PROJECT THAT ARE REQUIRED TO BE TRAINED PERSECTION 21 OF THE PERMIT.4.2.DATES OF TRAINING AND NAME OF INSTRUCTOR AND ENTITY PROVIDING TRAINING.4.3.CONTENT OF TRAINING COURSE OR WORKSHOP INCLUDING THE NUMBER OF HOURS OF TRAINING.5.FOLLOWING FINAL STABILIZATION AND THE TERMINATION OF COVERAGE FOR THE NPDES PERMIT, THE OWNERIS EXPECTED TO FURNISH LONG TERM OPERATION AND MAINTENANCE (O & M) OF THE PERMANENT STORMWATER MANAGEMENT SYSTEM.CONSTRUCTION ACTIVITY REQUIREMENTSSWPPP AMENDMENTS (SECTION 6):1.ONE OF THE INDIVIDUALS DESCRIBED IN ITEM 21.2.A OR ITEM 21.2.B OR ANOTHER QUALIFIED INDIVIDUAL MUSTCOMPLETE ALL SWPPP CHANGES. CHANGES INVOLVING THE USE OF A LESS STRINGENT BMP MUST INCLUDE AJUSTIFICATION DESCRIBING HOW THE REPLACEMENT BMP IS EFFECTIVE FOR THE SITE CHARACTERISTICS.2.PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TOCORRECT PROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER THERE IS A CHANGE IN DESIGN,CONSTRUCTION, OPERATION, MAINTENANCE, WEATHER OR SEASONAL CONDITIONS HAVING A SIGNIFICANTEFFECT ON THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER.3.PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TOCORRECT PROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER INSPECTIONS OR INVESTIGATIONS BYTHE SITE OWNER OR OPERATOR, USEPA OR MPCA OFFICIALS INDICATE THE SWPPP IS NOT EFFECTIVE INELIMINATING OR SIGNIFICANTLY MINIMIZING THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS ORGROUNDWATER OR THE DISCHARGES ARE CAUSING WATER QUALITY STANDARD EXCEEDANCES (E.G.,NUISANCE CONDITIONS AS DEFINED IN MINN. R. 7050.0210, SUBP. 2) OR THE SWPPP IS NOT CONSISTENT WITHTHE OBJECTIVES OF A USEPA APPROVED TMDL.BMP SELECTION AND INSTALLATION (SECTION 7):1.PERMITTEES MUST SELECT, INSTALL, AND MAINTAIN THE BMPS IDENTIFIED IN THE SWPPP AND IN THIS PERMITIN AN APPROPRIATE AND FUNCTIONAL MANNER AND IN ACCORDANCE WITH RELEVANT MANUFACTURERSPECIFICATIONS AND ACCEPTED ENGINEERING PRACTICES.EROSION PREVENTION (SECTION 8):1.BEFORE WORK BEGINS, PERMITTEES MUST DELINEATE THE LOCATION OF AREAS NOT TO BE DISTURBED.2.PERMITTEES MUST MINIMIZE THE NEED FOR DISTURBANCE OF PORTIONS OF THE PROJECT WITH STEEPSLOPES. WHEN STEEP SLOPES MUST BE DISTURBED, PERMITTEES MUST USE TECHNIQUES SUCH AS PHASINGAND STABILIZATION PRACTICES DESIGNED FOR STEEP SLOPES (E.G., SLOPE DRAINING AND TERRACING).3.PERMITTEES MUST STABILIZE ALL EXPOSED SOIL AREAS, INCLUDING STOCKPILES. STABILIZATION MUST BEINITIATED IMMEDIATELY TO LIMIT SOIL EROSION WHEN CONSTRUCTION ACTIVITY HAS PERMANENTLY ORTEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 14CALENDAR DAYS. STABILIZATION MUST BE COMPLETED NO LATER THAN 14 CALENDAR DAYS AFTER THECONSTRUCTION ACTIVITY HAS CEASED. STABILIZATION IS NOT REQUIRED ON CONSTRUCTED BASECOMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES. STABILIZATION IS NOT REQUIRED ONTEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G., CLEANAGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) BUT PERMITTEES MUSTPROVIDE SEDIMENT CONTROLS AT THE BASE OF THE STOCKPILE.4.FOR PUBLIC WATERS THAT THE MINNESOTA DNR HAS PROMULGATED "WORK IN WATER RESTRICTIONS" DURINGSPECIFIED FISH SPAWNING TIME FRAMES, PERMITTEES MUST COMPLETE STABILIZATION OF ALL EXPOSED SOILAREAS WITHIN 200 FEET OF THE WATER'S EDGE, AND THAT DRAIN TO THESE WATERS, WITHIN 24 HOURSDURING THE RESTRICTION PERIOD.5.PERMITTEES MUST STABILIZE THE NORMAL WETTED PERIMETER OF THE LAST 200 LINEAR FEET OFTEMPORARY OR PERMANENT DRAINAGE DITCHES OR SWALES THAT DRAIN WATER FROM THE SITE WITHIN 24HOURS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE. PERMITTEES MUST COMPLETESTABILIZATION OF REMAINING PORTIONS OF TEMPORARY OR PERMANENT DITCHES OR SWALES WITHIN 14CALENDAR DAYS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE AND CONSTRUCTION INTHAT PORTION OF THE DITCH TEMPORARILY OR PERMANENTLY CEASES.6.TEMPORARY OR PERMANENT DITCHES OR SWALES BEING USED AS A SEDIMENT CONTAINMENT SYSTEMDURING CONSTRUCTION (WITH PROPERLY DESIGNED ROCK-DITCH CHECKS, BIO ROLLS, SILT DIKES, ETC.) DONOT NEED TO BE STABILIZED. PERMITTEES MUST STABILIZE THESE AREAS WITHIN 24 HOURS AFTER THEIR USEAS A SEDIMENT CONTAINMENT SYSTEM CEASES7.PERMITTEES MUST NOT USE MULCH, HYDROMULCH, TACKIFIER, POLYACRYLAMIDE OR SIMILAR EROSIONPREVENTION PRACTICES WITHIN ANY PORTION OF THE NORMAL WETTED PERIMETER OF A TEMPORARY ORPERMANENT DRAINAGE DITCH OR SWALE SECTION WITH A CONTINUOUS SLOPE OF GREATER THAN 2 PERCENT.8.PERMITTEES MUST PROVIDE TEMPORARY OR PERMANENT ENERGY DISSIPATION AT ALL PIPE OUTLETS WITHIN24 HOURS AFTER CONNECTION TO A SURFACE WATER OR PERMANENT STORMWATER TREATMENT SYSTEM.9.PERMITTEES MUST NOT DISTURB MORE LAND (I.E., PHASING) THAN CAN BE EFFECTIVELY INSPECTED ANDMAINTAINED IN ACCORDANCE WITH SECTION 11.SEDIMENT CONTROL (SECTION 9):1.PERMITTEES MUST ESTABLISH SEDIMENT CONTROL BMPS ON ALL DOWNGRADIENT PERIMETERS OF THE SITEAND DOWNGRADIENT AREAS OF THE SITE THAT DRAIN TO ANY SURFACE WATER, INCLUDING CURB ANDGUTTER SYSTEMS. PERMITTEES MUST LOCATE SEDIMENT CONTROL PRACTICES UPGRADIENT OF ANY BUFFERZONES. PERMITTEES MUST INSTALL SEDIMENT CONTROL PRACTICES BEFORE ANY UPGRADIENTLAND-DISTURBING ACTIVITIES BEGIN AND MUST KEEP THE SEDIMENT CONTROL PRACTICES IN PLACE UNTILTHEY ESTABLISH PERMANENT COVER.2.IF DOWNGRADIENT SEDIMENT CONTROLS ARE OVERLOADED, BASED ON FREQUENT FAILURE OR EXCESSIVEMAINTENANCE REQUIREMENTS, PERMITTEES MUST INSTALL ADDITIONAL UPGRADIENT SEDIMENT CONTROLPRACTICES OR REDUNDANT BMPS TO ELIMINATE THE OVERLOADING AND AMEND THE SWPPP TO IDENTIFYTHESE ADDITIONAL PRACTICES AS REQUIRED IN ITEM 6.3.3.TEMPORARY OR PERMANENT DRAINAGE DITCHES AND SEDIMENT BASINS DESIGNED AS PART OF A SEDIMENTCONTAINMENT SYSTEM (E.G., DITCHES WITH ROCK-CHECK DAMS) REQUIRE SEDIMENT CONTROL PRACTICESONLY AS APPROPRIATE FOR SITE CONDITIONS.4.A FLOATING SILT CURTAIN PLACED IN THE WATER IS NOT A SEDIMENT CONTROL BMP TO SATISFY ITEM 9.2EXCEPT WHEN WORKING ON A SHORELINE OR BELOW THE WATERLINE. IMMEDIATELY AFTER THE SHORT TERMCONSTRUCTION ACTIVITY (E.G., INSTALLATION OF RIP RAP ALONG THE SHORELINE) IN THAT AREA ISCOMPLETE, PERMITTEES MUST INSTALL AN UPLAND PERIMETER CONTROL PRACTICE IF EXPOSED SOILS STILLDRAIN TO A SURFACE WATER.5.PERMITTEES MUST RE-INSTALL ALL SEDIMENT CONTROL PRACTICES ADJUSTED OR REMOVED TOACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES,IMMEDIATELY AFTER THE SHORT-TERM ACTIVITY IS COMPLETED. PERMITTEES MUST RE-INSTALL SEDIMENTCONTROL PRACTICES BEFORE THE NEXT PRECIPITATION EVENT EVEN IF THE SHORT-TERM ACTIVITY IS NOTCOMPLETE.6.PERMITTEES MUST PROTECT ALL STORM DRAIN INLETS USING APPROPRIATE BMPS DURING CONSTRUCTIONUNTIL THEY ESTABLISH PERMANENT COVER ON ALL AREAS WITH POTENTIAL FOR DISCHARGING TO THE INLET.7.PERMITTEES MAY REMOVE INLET PROTECTION FOR A PARTICULAR INLET IF A SPECIFIC SAFETY CONCERN (E.G.STREET FLOODING/FREEZING) IS IDENTIFIED BY THE PERMITTEES OR THE JURISDICTIONAL AUTHORITY (E.G.,CITY/COUNTY/TOWNSHIP/MINNESOTA DEPARTMENT OF TRANSPORTATION ENGINEER). PERMITTEES MUSTDOCUMENT THE NEED FOR REMOVAL IN THE SWPPP.8.PERMITTEES MUST PROVIDE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS AT THE BASE OFSTOCKPILES ON THE DOWNGRADIENT PERIMETER.9.PERMITTEES MUST LOCATE STOCKPILES OUTSIDE OF NATURAL BUFFERS OR SURFACE WATERS, INCLUDINGSTORMWATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS UNLESS THERE IS A BYPASS IN PLACEFOR THE STORMWATER. 10. PERMITTEES MUST INSTALL A VEHICLE TRACKING BMP TO MINIMIZE THE TRACK OUT OF SEDIMENT FROM THECONSTRUCTION SITE OR ONTO PAVED ROADS WITHIN THE SITE. 11. PERMITTEES MUST USE STREET SWEEPING IF VEHICLE TRACKING BMPS ARE NOT ADEQUATE TO PREVENTSEDIMENT TRACKING ONTO THE STREET. 12. PERMITTEES MUST INSTALL TEMPORARY SEDIMENT BASINS AS REQUIRED IN SECTION 14. 13. IN ANY AREAS OF THE SITE WHERE FINAL VEGETATIVE STABILIZATION WILL OCCUR, PERMITTEES MUSTRESTRICT VEHICLE AND EQUIPMENT USE TO MINIMIZE SOIL COMPACTION. 14. PERMITTEES MUST PRESERVE TOPSOIL ON THE SITE, UNLESS INFEASIBLE. 15. PERMITTEES MUST DIRECT DISCHARGES FROM BMPS TO VEGETATED AREAS UNLESS INFEASIBLE. 16. PERMITTEES MUST PRESERVE A 50 FOOT NATURAL BUFFER OR, IF A BUFFER IS INFEASIBLE ON THE SITE,PROVIDE REDUNDANT (DOUBLE) PERIMETER SEDIMENT CONTROLS WHEN A SURFACE WATER IS LOCATEDWITHIN 50 FEET OF THE PROJECT'S EARTH DISTURBANCES AND STORMWATER FLOWS TO THE SURFACEWATER. PERMITTEES MUST INSTALL PERIMETER SEDIMENT CONTROLS AT LEAST 5 FEET APART UNLESSLIMITED BY LACK OF AVAILABLE SPACE. NATURAL BUFFERS ARE NOT REQUIRED ADJACENT TO ROAD DITCHES,JUDICIAL DITCHES, COUNTY DITCHES, STORMWATER CONVEYANCE CHANNELS, STORM DRAIN INLETS, ANDSEDIMENT BASINS. IF PRESERVING THE BUFFER IS INFEASIBLE, PERMITTEES MUST DOCUMENT THE REASONSIN THE SWPPP. SHEET PILING IS A REDUNDANT PERIMETER CONTROL IF INSTALLED IN A MANNER THAT RETAINSALL STORMWATER. 17. PERMITTEES MUST USE POLYMERS, FLOCCULANTS, OR OTHER SEDIMENTATION TREATMENT CHEMICALS INACCORDANCE WITH ACCEPTED ENGINEERING PRACTICES, DOSING SPECIFICATIONS AND SEDIMENT REMOVALDESIGN SPECIFICATIONS PROVIDED BY THE MANUFACTURER OR SUPPLIER. THE PERMITTEES MUST USECONVENTIONAL EROSION AND SEDIMENT CONTROLS PRIOR TO CHEMICAL ADDITION AND MUST DIRECTTREATED STORMWATER TO A SEDIMENT CONTROL SYSTEM FOR FILTRATION OR SETTLEMENT OF THE FLOCPRIOR TO DISCHARGE.DEWATERING AND BASIN DRAINING (SECTION 10):1.PERMITTEES MUST DISCHARGE TURBID OR SEDIMENT-LADEN WATERS RELATED TO DEWATERING OR BASINDRAINING (E.G., PUMPED DISCHARGES, TRENCH/DITCH CUTS FOR DRAINAGE) TO A TEMPORARY ORPERMANENT SEDIMENT BASIN ON THE PROJECT SITE UNLESS INFEASIBLE. PERMITTEES MAY DEWATER TOSURFACE WATERS IF THEY VISUALLY CHECK TO ENSURE ADEQUATE TREATMENT HAS BEEN OBTAINED ANDNUISANCE CONDITIONS (SEE MINN. R. 7050.0210, SUBP. 2) WILL NOT RESULT FROM THE DISCHARGE. IFPERMITTEES CANNOT DISCHARGE THE WATER TO A SEDIMENTATION BASIN PRIOR TO ENTERING A SURFACEWATER, PERMITTEES MUST TREAT IT WITH APPROPRIATE BMPS SUCH THAT THE DISCHARGE DOES NOTADVERSELY AFFECT THE SURFACE WATER OR DOWNSTREAM PROPERTIES.2.IF PERMITTEES MUST DISCHARGE WATER CONTAINING OIL OR GREASE, THEY MUST USE AN OIL-WATERSEPARATOR OR SUITABLE FILTRATION DEVICE (E.G., CARTRIDGE FILTERS, ABSORBENTS PADS) PRIOR TODISCHARGE.3.PERMITTEES MUST DISCHARGE ALL WATER FROM DEWATERING OR BASIN-DRAINING ACTIVITIES IN A MANNERTHAT DOES NOT CAUSE EROSION OR SCOUR IN THE IMMEDIATE VICINITY OF DISCHARGE POINTS ORINUNDATION OF WETLANDS IN THE IMMEDIATE VICINITY OF DISCHARGE POINTS THAT CAUSES SIGNIFICANTADVERSE IMPACT TO THE WETLAND.4.IF PERMITTEES USE FILTERS WITH BACKWASH WATER, THEY MUST HAUL THE BACKWASH WATER AWAY FORDISPOSAL, RETURN THE BACKWASH WATER TO THE BEGINNING OF THE TREATMENT PROCESS, ORINCORPORATE THE BACKWASH WATER INTO THE SITE IN A MANNER THAT DOES NOT CAUSE EROSION.INSPECTIONS AND MAINTENANCE (SECTION 11):1.PERMITTEES MUST ENSURE A TRAINED PERSON, AS IDENTIFIED IN ITEM 21.2.B, WILL INSPECT THE ENTIRECONSTRUCTION SITE AT LEAST ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24HOURS AFTER A RAINFALL EVENT GREATER THAN 1/2 INCH IN 24 HOURS.2.PERMITTEES MUST INSPECT AND MAINTAIN ALL PERMANENT STORMWATER TREATMENT BMPS.3.PERMITTEES MUST INSPECT ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS AND POLLUTIONPREVENTION MANAGEMENT MEASURES TO ENSURE INTEGRITY AND EFFECTIVENESS. PERMITTEES MUSTREPAIR, REPLACE OR SUPPLEMENT ALL NONFUNCTIONAL BMPS WITH FUNCTIONAL BMPS BY THE END OF THENEXT BUSINESS DAY AFTER DISCOVERY UNLESS ANOTHER TIME FRAME IS SPECIFIED IN ITEM 11.5 OR 11.6.PERMITTEES MAY TAKE ADDITIONAL TIME IF FIELD CONDITIONS PREVENT ACCESS TO THE AREA.4.DURING EACH INSPECTION, PERMITTEES MUST INSPECT SURFACE WATERS, INCLUDING DRAINAGE DITCHESAND CONVEYANCE SYSTEMS BUT NOT CURB AND GUTTER SYSTEMS, FOR EVIDENCE OF EROSION ANDSEDIMENT DEPOSITION. PERMITTEES MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACEWATERS, INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS AND RESTABILIZE THEAREAS WHERE SEDIMENT REMOVAL RESULTS IN EXPOSED SOIL. PERMITTEES MUST COMPLETE REMOVAL ANDSTABILIZATION WITHIN SEVEN (7) CALENDAR DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL,REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. PERMITTEES MUST USE ALL REASONABLE EFFORTS TOOBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN SEVEN (7) DAYS OFOBTAINING ACCESS. PERMITTEES ARE RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATE ANDFEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK INSURFACE WATERS.5.PERMITTEES MUST INSPECT CONSTRUCTION SITE VEHICLE EXIT LOCATIONS, STREETS AND CURB AND GUTTERSYSTEMS WITHIN AND ADJACENT TO THE PROJECT FOR SEDIMENTATION FROM EROSION OR TRACKEDSEDIMENT FROM VEHICLES. PERMITTEES MUST REMOVE SEDIMENT FROM ALL PAVED SURFACES WITHIN ONE(1) CALENDAR DAY OF DISCOVERY OR, IF APPLICABLE, WITHIN A SHORTER TIME TO AVOID A SAFETY HAZARD TOUSERS OF PUBLIC STREETS.6.PERMITTEES MUST REPAIR, REPLACE OR SUPPLEMENT ALL PERIMETER CONTROL DEVICES WHEN THEYBECOME NONFUNCTIONAL OR THE SEDIMENT REACHES 1/2 OF THE HEIGHT OF THE DEVICE.7.PERMITTEES MUST DRAIN TEMPORARY AND PERMANENT SEDIMENTATION BASINS AND REMOVE THE SEDIMENTWHEN THE DEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME.8.PERMITTEES MUST ENSURE THAT AT LEAST ONE INDIVIDUAL PRESENT ON THE SITE (OR AVAILABLE TO THEPROJECT SITE IN THREE (3) CALENDAR DAYS) IS TRAINED IN THE JOB DUTIES DESCRIBED IN ITEM 21.2.B.9.PERMITTEES MAY ADJUST THE INSPECTION SCHEDULE DESCRIBED IN ITEM 11.2 AS FOLLOWS:a. INSPECTIONS OF AREAS WITH PERMANENT COVER CAN BE REDUCED TO ONCE PER MONTH, EVEN IFCONSTRUCTION ACTIVITY CONTINUES ON OTHER PORTIONS OF THE SITE; ORb.WHERE SITES HAVE PERMANENT COVER ON ALL EXPOSED SOIL AND NO CONSTRUCTION ACTIVITY ISOCCURRING ANYWHERE ON THE SITE, INSPECTIONS CAN BE REDUCED TO ONCE PER MONTH AND, AFTER 12MONTHS, MAY BE SUSPENDED COMPLETELY UNTIL CONSTRUCTION ACTIVITY RESUMES. THE MPCA MAYREQUIRE INSPECTIONS TO RESUME IF CONDITIONS WARRANT; ORc.WHERE CONSTRUCTION ACTIVITY HAS BEEN SUSPENDED DUE TO FROZEN GROUND CONDITIONS,INSPECTIONS MAY BE SUSPENDED. INSPECTIONS MUST RESUME WITHIN 24 HOURS OF RUNOFF OCCURRING,OR UPON RESUMING CONSTRUCTION, WHICHEVER COMES FIRST. 10. PERMITTEES MUST RECORD ALL INSPECTIONS AND MAINTENANCE ACTIVITIES WITHIN 24 HOURS OF BEINGCONDUCTED AND THESE RECORDS MUST BE RETAINED WITH THE SWPPP. THESE RECORDS MUST INCLUDE:a.DATE AND TIME OF INSPECTIONS; ANDb.NAME OF PERSONS CONDUCTING INSPECTIONS; ANDc.ACCURATE FINDINGS OF INSPECTIONS, INCLUDING THE SPECIFIC LOCATION WHERE CORRECTIVE ACTIONSARE NEEDED; ANDd.CORRECTIVE ACTIONS TAKEN (INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCEACTIVITIES); ANDe.DATE OF ALL RAINFALL EVENTS GREATER THAN 1/2 INCHES IN 24 HOURS, AND THE AMOUNT OF RAINFALLFOR EACH EVENT. PERMITTEES MUST OBTAIN RAINFALL AMOUNTS BY EITHER A PROPERLY MAINTAINEDRAIN GAUGE INSTALLED ONSITE, A WEATHER STATION THAT IS WITHIN ONE (1) MILE OF YOUR LOCATION, ORA WEATHER REPORTING SYSTEM THAT PROVIDES SITE SPECIFIC RAINFALL DATA FROM RADAR SUMMARIES;ANDf.IF PERMITTEES OBSERVE A DISCHARGE DURING THE INSPECTION, THEY MUST RECORD AND SHOULDPHOTOGRAPH AND DESCRIBE THE LOCATION OF THE DISCHARGE (I.E., COLOR, ODOR, SETTLED ORSUSPENDED SOLIDS, OIL SHEEN, AND OTHER OBVIOUS INDICATORS OF POLLUTANTS); ANDg.ANY AMENDMENTS TO THE SWPPP PROPOSED AS A RESULT OF THE INSPECTION MUST BE DOCUMENTED ASREQUIRED IN SECTION 6 WITHIN SEVEN (7) CALENDAR DAYS.POLLUTION PREVENTION MANAGEMENT (SECTION 12):1.PERMITTEES MUST PLACE BUILDING PRODUCTS AND LANDSCAPE MATERIALS UNDER COVER (E.G., PLASTICSHEETING OR TEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TOMINIMIZE CONTACT WITH STORMWATER. PERMITTEES ARE NOT REQUIRED TO COVER OR PROTECT PRODUCTSWHICH ARE EITHER NOT A SOURCE OF CONTAMINATION TO STORMWATER OR ARE DESIGNED TO BE EXPOSEDTO STORMWATER.2.PERMITTEES MUST PLACE PESTICIDES, FERTILIZERS AND TREATMENT CHEMICALS UNDER COVER (E.G.,PLASTIC SHEETING OR TEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNEDTO MINIMIZE CONTACT WITH STORMWATER.3.PERMITTEES MUST STORE HAZARDOUS MATERIALS AND TOXIC WASTE, (INCLUDING OIL, DIESEL FUEL,GASOLINE, HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM-BASED PRODUCTS, WOOD PRESERVATIVES,ADDITIVES, CURING COMPOUNDS, AND ACIDS) IN SEALED CONTAINERS TO PREVENT SPILLS, LEAKS OR OTHERDISCHARGE. STORAGE AND DISPOSAL OF HAZARDOUS WASTE MATERIALS MUST BE IN COMPLIANCE WITH MINN.R. CH. 7045 INCLUDING SECONDARY CONTAINMENT AS APPLICABLE.4.PERMITTEES MUST PROPERLY STORE, COLLECT AND DISPOSE SOLID WASTE IN COMPLIANCE WITH MINN. R. CH.7035.5.PERMITTEES MUST POSITION PORTABLE TOILETS SO THEY ARE SECURE AND WILL NOT TIP OR BE KNOCKEDOVER. PERMITTEES MUST PROPERLY DISPOSE SANITARY WASTE IN ACCORDANCE WITH MINN. R. CH. 7041.6.PERMITTEES MUST TAKE REASONABLE STEPS TO PREVENT THE DISCHARGE OF SPILLED OR LEAKEDCHEMICALS, INCLUDING FUEL, FROM ANY AREA WHERE CHEMICALS OR FUEL WILL BE LOADED OR UNLOADEDINCLUDING THE USE OF DRIP PANS OR ABSORBENTS UNLESS INFEASIBLE. PERMITTEES MUST ENSUREADEQUATE SUPPLIES ARE AVAILABLE AT ALL TIMES TO CLEAN UP DISCHARGED MATERIALS AND THAT ANAPPROPRIATE DISPOSAL METHOD IS AVAILABLE FOR RECOVERED SPILLED MATERIALS. PERMITTEES MUSTREPORT AND CLEAN UP SPILLS IMMEDIATELY AS REQUIRED BY MINN. STAT. 115.061, USING DRY CLEAN UPMEASURES WHERE POSSIBLE.7.PERMITTEES MUST LIMIT VEHICLE EXTERIOR WASHING AND EQUIPMENT TO A DEFINED AREA OF THE SITE.PERMITTEES MUST CONTAIN RUNOFF FROM THE WASHING AREA IN A SEDIMENT BASIN OR OTHER SIMILARLYEFFECTIVE CONTROLS AND MUST DISPOSE WASTE FROM THE WASHING ACTIVITY PROPERLY. PERMITTEESMUST PROPERLY USE AND STORE SOAPS, DETERGENTS, OR SOLVENTS.8.PERMITTEES MUST PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BYWASHOUT OPERATIONS (E.G., CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS ANDOTHER CONSTRUCTION MATERIALS) RELATED TO THE CONSTRUCTION ACTIVITY. PERMITTEES MUST PREVENTLIQUID AND SOLID WASHOUT WASTES FROM CONTACTING THE GROUND AND MUST DESIGN THE CONTAINMENTSO IT DOES NOT RESULT IN RUNOFF FROM THE WASHOUT OPERATIONS OR AREAS. PERMITTEES MUSTPROPERLY DISPOSE LIQUID AND SOLID WASTES IN COMPLIANCE WITH MPCA RULES. PERMITTEES MUSTINSTALL A SIGN INDICATING THE LOCATION OF THE WASHOUT FACILITY.PERMIT TERMINATION (SECTION 4 AND SECTION 13):1.PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER ALL TERMINATION CONDITIONS LISTED IN SECTION 13ARE COMPLETE.2.PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER SELLING OR OTHERWISE LEGALLY TRANSFERRINGTHE ENTIRE SITE, INCLUDING PERMIT RESPONSIBILITY FOR ROADS (E.G., STREET SWEEPING) ANDSTORMWATER INFRASTRUCTURE FINAL CLEAN OUT, OR TRANSFERRING PORTIONS OF A SITE TO ANOTHERPARTY. THE PERMITTEES' COVERAGE UNDER THIS PERMIT TERMINATES AT MIDNIGHT ON THE SUBMISSIONDATE OF THE NOT.3.PERMITTEES MUST COMPLETE ALL CONSTRUCTION ACTIVITY AND MUST INSTALL PERMANENT COVER OVER ALLAREAS PRIOR TO SUBMITTING THE NOT. VEGETATIVE COVER MUST CONSIST OF A UNIFORM PERENNIALVEGETATION WITH A DENSITY OF 70 PERCENT OF ITS EXPECTED FINAL GROWTH. VEGETATION IS NOTREQUIRED WHERE THE FUNCTION OF A SPECIFIC AREA DICTATES NO VEGETATION, SUCH AS IMPERVIOUSSURFACES OR THE BASE OF A SAND FILTER.4.PERMITTEES MUST CLEAN THE PERMANENT STORMWATER TREATMENT SYSTEM OF ANY ACCUMULATEDSEDIMENT AND MUST ENSURE THE SYSTEM MEETS ALL APPLICABLE REQUIREMENTS IN SECTION 15 THROUGH19 AND IS OPERATING AS DESIGNED.5.PERMITTEES MUST REMOVE ALL SEDIMENT FROM CONVEYANCE SYSTEMS PRIOR TO SUBMITTING THE NOT.6.PERMITTEES MUST REMOVE ALL TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROLBMPS PRIOR TO SUBMITTING THE NOT. PERMITTEES MAY LEAVE BMPS DESIGNED TO DECOMPOSE ON-SITE INPLACE.7.FOR RESIDENTIAL CONSTRUCTION ONLY, PERMIT COVERAGE TERMINATES ON INDIVIDUAL LOTS IF THESTRUCTURES ARE FINISHED AND TEMPORARY EROSION PREVENTION AND DOWNGRADIENT PERIMETERCONTROL IS COMPLETE, THE RESIDENCE SELLS TO THE HOMEOWNER, AND THE PERMITTEE DISTRIBUTES THEMPCA'S "HOMEOWNER FACT SHEET" TO THE HOMEOWNER.8.FOR CONSTRUCTION PROJECTS ON AGRICULTURAL LAND (E.G., PIPELINES ACROSS CROPLAND), PERMITTEESMUST RETURN THE DISTURBED LAND TO ITS PRECONSTRUCTION AGRICULTURAL USE PRIOR TO SUBMITTINGTHE NOT.SEED NOTES:ALL SEED MIXES AND APPLICATION SHALL BE IN ACCORDANCE WITH THE MNDOT SEEDING MANUAL.GENERAL RECOMMENDATIONS:THE CONTRACTOR IS RESPONSIBLE TO SALVAGE AND PRESERVE EXISTING TOPSOIL NECESSARY FOR FINALSTABILIZATION AND TO ALSO MINIMIZE COMPACTION IN ALL LANDSCAPE AREAS. IMMEDIATELY BEFORE SEEDINGTHE SOIL SHALL BE TILLED TO A MINIMUM DEPTH OF 3 INCHES.TEMPORARY EROSION CONTROL SEEDING, MULCHING & BLANKET.SEED·TEMPORARY SEED SHALL BE MNDOT SEED MIX 21-112 (WINTER WHEAT COVER CROP) FOR WINTER AND 21-111(OATS COVER CROP) FOR SPRING/SUMMER APPLICATIONS. BOTH SEED MIXES SHALL BE APPLIED AT A SEEDINGRATE OF 100 LBS/ACRE.MULCH·IMMEDIATELY AFTER SEEDING, WITHIN 24 HOURS, MNDOT TYPE 1 MULCH SHOULD BE APPLIED TO PROTECTAND ENHANCE SEED GERMINATION. MULCH SHALL BE APPLIED AT 90% COVERAGE (2 TONS PER ACRE OFSTRAW MULCH)SLOPES·3:1 (HORIZ/VERT.) OR FLATTER MUCH SHALL BE COVERED WITH MULCH·SLOPES STEEPER THAN 3:1 OR DITCH BOTTOMS SHALL BE COVERED WITH EROSION CONTROL BLANKET.·SEE PLAN FOR MORE DETAILED DITCH AND STEEP SLOPE EROSION CONTROL TREATMENTS.REVISION SUMMARYDATEDESCRIPTIONLIGHTHOUSE HOMES, LLC168 PIONEER TRAIL, NO. 129CHASKA, MN, 55318DEENA LAUGEN612-643-1703DEENA@EDENSPRINGSMN.COMPROJECT NARRATIVE:PROJECT IS A DEVELOPMENT OF AN OPEN PARCEL INTO A SENIOR LIVING FACILITIY. SITE, GRADING, UTILITY ANDLANDSCAPE IMPROVEMENTS WILL OCCUR.NATIVE BUFFER NARRATIVE:PRESERVING A 50 FOOT NATURAL BUFFER AROUND WATER BODIES IS PROVIDED IN THESEPLANS.INFILTRATION NARRATIVE:INFILTRATION IS NOT PROVIDED AS PART OF THE PROJECTS PERMANENT STORM WATER MANAGEMENT SYSTEMDUE TO SITE CONSTRAINTS.SOIL CONTAMINATION NARRATIVE:SOILS ONSITE HAVE NOT BEEN IDENTIFIED AS CONTAMINATED.SPECIAL TMDL BMP REQUIREMENTS SITE SPECIFIC (IF REQUIRED):THIS PROJECT IS WITHIN ONE MILE AND DISCHARGES TO RILEY CREEK - RILEY CREEK IS IDENTIFIED AS ANIMPAIRED WATER BODY PER THE MPCA'S 303(D) IMPAIRED WATERS LIST. RILEY CREEK IS IMPAIRED FORNUTRIENT EUTROPHICATION BIOLOGICAL INDICATORS. BECAUSE THIS WATER BODY IS LOCATED WITHIN ONEMILE OF THE SITE, BMPS AS DEFINED IN THE NPDES PERMIT ITEMS 23.9 AND 23.10 APPLY. THESE ARE ASFOLLOWS:1.DURING CONSTRUCTION:A.STABILIZATION OF ALL EXPOSED SOIL AREAS MUST BE INITIATED IMMEDIATELY TO LIMIT SOIL EROSIONBUT IN NO CASE COMPLETED LATER THAN SEVEN (7) DAYS AFTER THE CONSTRUCTION ACTIVITY IN THATPORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED.B.TEMPORARY SEDIMENT BASIN REQUIREMENTS DESCRIBED IN SECTION 14. MUST BE USED FORCOMMON DRAINAGE LOCATIONS THAT SERVE AN AREA WITH FIVE (5) OR MORE ACRES DISTURBED AT ONETIME.PERMANENT STABILIZATION NOTES SITE SPECIFIC:PERMANENT SEED MIX·FOR THIS PROJECT ALL AREAS THAT ARE NOT TO BE SODDED OR LANDSCAPED SHALL RECEIVE A NATIVEPERMANENT SEED MIX.··AREAS IN BUFFERS AND ADJACENT TO OR IN WET AREAS MNDOT SEED MIX 33-261 (STORMWATERSOUTH AND WEST) AT 35 LBS PER ACRE.··DRY AREAS MNDOT SEED MIX 35-221 (DRY PRAIRIE GENERAL) AT 40 LBS PER ACRE.·MAINTENANCE SHALL BE IN ACCORDANCE TO THE MNDOT SEEDING MANUAL.COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNER DESIGN ENGINEER: DAVID J. KNAEBLE P.E.TRAINING COURSE: DESIGN OF SWPPPTRAINING ENTITY: UNIVERSITY OF MINNESOTAINSTRUCTOR: JOHN CHAPMANDATES OF TRAINING COURSE: 8/22/2012- 8/23/2012TOTAL TRAINING HOURS: 12DATE OF RECERTIFICATION: 1/3/2025EXPIRATION: 5/31/202857 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERSW1.4SWPPP - ATTACHMENTSATTACHMENT A: SITE SPECIFIC SWPPP DOCUMENTSOILS INFORMATIONGENERAL SITE INFORMATION (5.1)1. DESCRIBE THE LOCATION AND TYPE OF ALL TEMPORARY AND PERMANENT EROSION PREVENTION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES (BMP'S). INCLUDE THE TIMING FOR INSTALLATION AND PROCEDURES USED TO ESTABLISH ADDITIONALTEMPORARY BMP'S AS NECESSARY. (5.5)THE PROJECT IS PROTECTED BY TWO (W) MAIN BMP'S, SILT FENCE AND INLET PROTECTION DEVICES. THE SILT FENCE WILL BE INSTALLED AT THE DOWNHILL LOCATIONS OF THE SITE AND MONITORED AS NECESSARY. INLET PROTECTION DEVICES WILL BEINSTALLED IN ALL CATCH BASINS ON THE SITE AND ANY OFF SITE THAT WILL RECEIVE STORMWATER RUNOFF FROM THIS SITE. AS THE PROJECT PROGRESSES ADDITIONAL BMP'S SUCH AS EROSION CONTROL BLANKET MAY BE UTILIZED.2. ATTACH TO THIS SWPPP A TABLE WITH THE ANTICIPATED QUANTITIES FOR THE LIFE OF THE PROJECT FOR ALL EROSION PREVENTION AND SEDIMENT CONTROL BMP'S (5.7).SEE PAGE SW1.33. ATTACH TO THIS SWPPP A SITE MAP THAT INCLUDES THE FOLLOWING FEATURES (5.9):EXIST AND FINAL GRADES, INCLUDING DIVIDING LINES AND DIRECTION OF FLOW FOR ALL PRE AND POST-CONSTRUCTION STORMWATER RUNOFF DRAINAGE AREAS LOCATED WITHIN THE PROJECT LIMITS.LOCATIONS OF IMPERVIOUS SURFACES AND SOIL TYPES.·EXISTING AND FINAL GRADES, INCLUDING DIVIDING LINES AND DIRECTION OF FLOW FOR ALL PRE AND POST-CONSTRUCTION STORMWATER RUNOFF DRAINAGE AREAS LOCATED WITHIN PROJECT LIMITS.·LOCATIONS OF AREAS NOT TO BE DISTURBED.·LOCATION OF AREAS OF PHASED CONSTRUCTION.·ALL SURFACE WATERS AND EXISTING WETLANDS WITHIN ONE MILE FROM THE PROJECT BOUNDARIES THAT WILL RECEIVE STORMWATER RUNOFF FROM THE SITE (IDENTIFIABLE ON MAPS SUCH AS USGS 7.5 MINUTE QUADRANGLE MAPS OR EQUIVALENT.WHERE SURFACE WATERS RECEIVING RUNOFF ASSOCIATED WITH CONSTRUCTION ACTIVITY WILL NOT FIT ON THE PLAN SHEET, THEY MUST BE IDENTIFIED WITH AN ARROW, INDICATING BOTH DIRECTION AND DISTANCE TO THE SURFACE WATER.·METHODS TO BE USED FOR FINAL STABILIZATION OF ALL EXPOSED SOIL AREA4. WERE STORMWATER MITIGATION MEASURES REQUIRED AS THE RESULT OF AN ENVIRONMENTAL, ARCHAEOLOGICAL, OR OTHER REQUIRED LOCAL, STATE OR FEDERAL REVIEW OF THE PROJECT?NOIF YES, DESCRIBE HOW THESE MEASURES WERE ADDRESSED IN THE SWPPP. (5.16)N/A5. IS THE PROJECT LOCATED IN A KARST AREA SUCH THAT ADDITIONAL MEASURES WOULD BE NECESSARY TO PROJECT DRINKING WATER SUPPLY MANAGEMENT AREAS AS DESCRIBED IN MINN. R. CHAPTERS 7050 AND 7060? NOIF YES, DESCRIBE THE ADDITIONAL MEASURES TO BE USED. (SECTION 23)N/A6. DOES THE SITE DISCHARGE TO A CALCEREOUS FEN LISTED IN MINN. R. 7050.0180, SUBP. 6.B?NOIF YES, A LETTER OF APPROVAL FROM THE MINNESOTA DEPARTMENT OF NATURAL RESOURCES MUST BE OBTAINED PRIOR TO APPLICATION FOR THIS PERMIT.7. DOES THE SITE DISCHARGE TO A WATER THAT IS LISTED AS IMPAIRED FOR THE FOLLOWING POLLUTANT(S) OR STRESSOR(S): PHOSPHORUS, TURBIDITY, DISSOLVED OXYGEN OR BIOTIC IMPAIRMENT? USE THE SPECIAL AND IMPAIRED WATERS SEARCH TOOL AT:WWW.PCA.STATE.MN.US/WATER/STORMWATER/STORMWATER-C.HTMLNOIF NO, SKIP TO TRAININGDOES THE IMPAIRED WATER HAVE AN APPROVED TOTAL MAXIMUM DAILY LOADS (TMDL) WITH AN APPROVED WASTE LOAD ALLOCATION FOR CONSTRUCTION ACTIVITY?N/AIF YES:A. LIST THE RECEIVING WATER, THE AREAS OF THE SITE DISCHARGING TO IT, AND THE POLLUTANT(S) IDENTIFIED IN THE TMDL.B. LIST THE BMP'S AND ANY OTHER SPECIFIC CONSTRUCTION STORMWATER RELATED IMPLEMENTATION ACTIVITIES IDENTIFIED IN THE TMDL.IF THE SITE HAS A DISCHARGE POINT WITHIN ONE MILE OF THE IMPAIRED WATER AND THE WATER FLOWS TO THE IMPAIRED WATER BUT NO SPECIFIC BMPS FOR CONSTRUCTION ARE IDENTIFIED IN THE TMDL, THE ADDITIONAL BMPS IN SECTION 23 MUST BE ADDEDTO THE SWPPP AND IMPLEMENTED (15.19). THE ADDITIONAL BMPS ONLY APPLY TO THOSE PORTIONS OF THE PROJECT THAT DRAIN TO ONE OF THE IDENTIFIED DISCHARGE POINTS.N/A8. IDENTIFY ADJACENT PUBLIC WATERS WHERE THE MINNESOTA DEPARTMENT OF NATURAL RESOURCES (DNR) HAS DECLARED “WORK IN WATER RESTRICTIONS” DURING FISH SPAWNING TIMEFRAMESN/ASELECTION OF A PERMANENT STORMWATER MANAGEMENT SYSTEM (SECTION 15)1. WILL THE PROJECT CREATE A NEW CUMULATIVE IMPERVIOUS SURFACE GREATER THAN OR EQUAL TO ONE ACRE?YESIF YES, A WATER QUALITY VOLUME OF ONE INCH OF RUNOFF FROM THE CUMULATIVE NEW IMPERVIOUS SURFACES MUST BE RETAINED ON SITE (SEE 16.7 OF THE PERMIT) THROUGH INFILTRATION UNLESS PROHIBITED DUE TO ONE OF THE REASONS IN ITEMS 16.4THROUGH 16.21. IF INFILTRATION IS PROHIBITED IDENTIFY OTHER METHOD OF MEETING WATER QUALITY REQUIREMENTS (E.G., FILTRATION SYSTEM, WET SEDIMENTATION BASIN, REGIONAL PONDING OR EQUIVALENT METHOD2. DESCRIBE WHICH METHOD WILL BE USED TO TREAT RUNOFF FROM THE NEW IMPERVIOUS SURFACES CREATED BY THE PROJECT:INCLUDE ALL CALCULATIONS AND DESIGN INFORMATION FOR THE METHOD SELECTED. SEE SECTION 23 OF THE PERMIT FOR SPECIFIC REQUIREMENTS ASSOCIATED WITH EACH METHOD.FILTRATIONCALCULATIONS ARE WITHIN THE SITE STORM WATER MANAGEMENT REPORT AND PART OF THIS SWPPP AS ATTACHMENT D.3. IF IT IS NOT FEASIBLE TO MEET THE TREATMENT REQUIREMENT FOR THE WATER QUALITY VOLUME, DESCRIBE WHY. THIS CAN INCLUDE PROXIMITY TO BEDROCK OR ROAD PROJECTS WHERE THE LACK OF RIGHT OF WAY PRECLUDES THE INSTALLATION OF ANYPERMANENT STORMWATER MANAGEMENT PRACTICES. DESCRIBE WHAT OTHER TREATMENT, SUCH AS GRASS SWALES, SMALLER PONDS, OR GRIT CHAMBERS, WILL BE IMPLEMENTED TO TREAT RUNOFF PRIOR TO DISCHARGE TO SURFACE WATERS. (15.8)IT IS NOT FEASIBLE TO MEET REQUIREMENT FOR WATER QUALITY VOLUME.4. FOR PROJECTS THAT DISCHARGE TO TROUT STREAMS, INCLUDING TRIBUTARIES TO TROUT STREAMS, IDENTIFY METHOD OF INCORPORATING TEMPERATURE CONTROLS INTO THE PERMANENT STORMWATER MANAGEMENT SYSTEM.N/AEROSION PREVENTION PRACTICES (SECTION 8.1)DESCRIBE THE TYPES OF TEMPORARY EROSION PREVENTION BMP'S EXPECTED TO BE IMPLEMENTED ON THIS SITE DURING CONSTRUCTION:1. DESCRIBE CONSTRUCTION PHASING, VEGETATIVE BUFFER STRIPS, HORIZONTAL SLOPE GRADING, AND OTHER CONSTRUCTION PRACTICES TO MINIMIZE EROSION. DELINEATE AREAS NOT TO BE DISTURBED (E.G.,WITH FLAGS, STAKES, SIGNS, SILT FENCE, ETC.) BEFORE WORK BEGINS.SILT FENCE WILL BE INSTALLED AT THE DOWNHILL LOCATIONS OF THE SITE.2. DESCRIBE METHODS OF TEMPORARILY STABILIZING SOILS AND SOIL STOCKPILES (E.G., MULCHES, HYDRAULIC TACKIFIERS, EROSION BLANKETS, ETC.):TEMPORARY EROSION PROTECTION WILL BE SEED AND MULCH AND EROSION BLANKETS WHERE REQUIRED, WITH PERMANENT COVER BEING EITHER SOD OR LANDSCAPE FEATURES.3. DESCRIBE METHODS OF DISSIPATING VELOCITY ALONG STORMWATER CONVEYANCE CHANNELS AND AT CHANNEL OUTLETS (E.G., CHECK DAMS, SEDIMENT TRAPS, RIP RAP, ETC.):SOD WILL BE UTILIZED ALONG CHANNELS AND RIP RAP AT CHANNEL.4. DESCRIBE METHODS TO BE USED FOR STABILIZATION OF DITCH AND SWALE WETTED PERIMETERS (NOTE THAT MULCH, HYDRAULIC SOIL TACKIFIERS, HYDROMULCHES, ETC. ARE NOT ACCEPTABLE SOILSTABILIZATION METHODS FOR ANY PART OF A DRAINAGE DITCH OR SWALE)FINAL STABILIZATION OF SWALES WILL BE SOD5. DESCRIBE METHODS TO BE USED FOR ENERGY DISSIPATION AT PIPE OUTLETS (E.G., RIP RAP, SPLASH PADS, GABIONS, ETC.)RIP RAP WILL BE UTILIZED AT PIPE OUTLETS6. DESCRIBE METHODS TO BE USED TO PROMOTE INFILTRATION AND SEDIMENT REMOVAL ON THE SITE PRIOR TO OFFSITE DISCHARGE, UNLESS INFEASIBLE (E.G., DIRECT STORMWATER FLOW TO VEGETATED AREAS):EXISTING SOILS ARE NON-CONDUCIVE TO INFILTRATION. NOT PROPOSED AS PART OF THIS PROJECT.7. FOR DRAINAGE OR DIVERSION DITCHES, DESCRIBE PRACTICES TO STABILIZE THE NORMAL WETTED PERIMETER WITHIN 200 LINEAL FEET OF THE PROPERTY EDGE OR POINT OF DISCHARGE TO SURFACE WATER.THE LAST 200 LINEAL FEET MUST BE STABILIZED WITHIN 24 HOURS AFTER CONNECTING TO SURFACE WATERS AND CONSTRUCTION IN THAT PORTION OF THE DITCH HAS TEMPORARILY OR PERMANENTLY CEASEDFOR ALL DISCHARGES TO SPECIAL, IMPAIRED OR “WORK IN WATER RESTRICTIONS”. ALL OTHER REMAINING PORTIONS OF THE TEMPORARY OR PERMANENT DITCHES OR SWALES WITHIN 14 CALENDAR DAYS AFTERCONNECTING TO A SURFACE WATER, PROPERTY EDGE AND CONSTRUCTION IN THAT AREA HAS TEMPORARILY OR PERMANENTLY CEASED.N/A, NO DITCHES ON SITE8. DESCRIBE ADDITIONAL EROSION PREVENTION MEASURES THAT WILL BE IMPLEMENTED AT THE SITE DURING CONSTRUCTION (E.G., CONSTRUCTION PHASING, MINIMIZING SOIL DISTURBANCE, VEGETATIVE BUFFERS,HORIZONTAL SLOPE GRADING, SLOPE DRAINING/TERRACING, ETC.):OTHER EROSION CONTROL PRACTICES INCLUDE BUT ARE NOT LIMITED TO; MINIMIZING SITE EXPOSURE WHEN POSSIBLE.9. IF APPLICABLE, INCLUDE ADDITIONAL REQUIREMENTS IN APPENDIX A PART C.3 REGARDING MAINTAINING A 100-FOOT BUFFER ZONE OR INSTALLING REDUNDANT BMPS FOR PORTIONS OF THE SITE THAT DRAIN TOSPECIAL WATERS).N/A10. IF APPLICABLE, DESCRIBE ADDITIONAL EROSION PREVENTION BMPS TO BE IMPLEMENTED AT THE SITE TO PROTECT PLANNED FILTRATION AREASMINIMIZE SITE EXPOSURE IN AREAS ADJACENT TO FILTRATION AREAS.SEDIMENT CONTROL PRACTICES (SECTION 9.1)DESCRIBE THE METHODS OF SEDIMENT CONTROL BMPS TO BE IMPLEMENTED AT THIS SITE DURING CONSTRUCTION TO MINIMIZE SEDIMENT IMPACTS TO SURFACE WATERS, INCLUDING CURB AND GUTTER SYSTEMS1. DESCRIBE METHODS TO BE USED FOR DOWN GRADIENT PERIMETER CONTROL:SILT FENCE WILL BE INSTALLED AROUND THE ENTIRE PERIMETER OF THE SITE2. DESCRIBE METHODS TO BE USED TO CONTAIN SOIL STOCKPILES:SEED AND MULCH AS WELL AS EROSION CONTROL BLANKETS WILL BE UTILIZED AS NECESSARY3. DESCRIBE METHODS TO BE USED FOR STORM DRAIN INLET PROTECTION:SEE INLET PROTECTION DETAILS4. DESCRIBE METHODS TO MINIMIZE VEHICLE TRACKING AT CONSTRUCTION EXITS AND STREET SWEEPING ACTIVITIES:THE PROJECT WILL UTILIZE A ROCK CONSTRUCTION ENTRANCE.5. DESCRIBE METHODS, IF APPLICABLE, ADDITIONAL SEDIMENT CONTROLS (E.G., DIVERSION BERMS) TO BE INSTALLED TO KEEP RUNOFF AWAY FROM PLANNED INFILTRATION AREAS WHEN EXCAVATED PRIOR TO FINALSTABILIZATION OF THE CONTRIBUTING DRAINAGE AREA:SILT FENCE TO BE INSTALLED IMMEDIATELY AFTER GRADING TO PROTECT FILTRATION AREAS.6. DESCRIBE METHODS TO BE USED TO MINIMIZE SOIL COMPACTION AND PRESERVE TOP SOIL (UNLESS INFEASIBLE) AT THIS SITE:LIGHT TRACKED EQUIPMENT WILL BE USED, TOPSOIL WILL BE STRIPPED AND STOCKPILED7. DESCRIBE PLANS TO PRESERVE A 50-FOOT NATURAL BUFFER BETWEEN THE PROJECT'S SOIL DISTURBANCE AND A SURFACE WATER OR PLANS FOR REDUNDANT SEDIMENT CONTROLS IF A BUFFER IS INFEASIBLE:DOUBLE ROW OF SILT FENCE WILL BE INSTALLED ALONG WETLAND. PROJECT WILL NOT DISTURB WITHIN 20 FEET OF WETLAND.8. DESCRIBE PLANS FOR USE OF SEDIMENTATION TREATMENT CHEMICALS (E.G., POLYMERS, FLOCCULANTS, ETC.) SEE PART 9.18 OF THE PERMIT:N/A9. IS THE PROJECT REQUIRED TO INSTALL A TEMPORARY SEDIMENT BASIN DUE TO 10 OR MORE ACRES DRAINING TO A COMMON LOCATION OR 5 ACRES OR MORE IF THE SITE IS WITHIN 1 MILE OF A SPECIAL ORIMPAIRED WATER?NOIF YES, DESCRIBE (OR ATTACH PLANS ) SHOWING HOW THE BASIN WILL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH SECTION 14.PROPOSED FILTRATION BASINS WILL SERVE AS TEMPORARY SEDIMENTS BASINS THAT WILL THEN BE CONVERTED TO PERMANENT FILTRATIONS BASINS.DEWATERING AND BASIN DRAINING (SECTION 10.1)1. WILL THE PROJECT INCLUDE DEWATERING OR BASIN DRAINING?NOIF YES, DESCRIBE MEASURES TO BE USED TO TREAT/DISPOSE OF TURBID OR SEDIMENT-LADEN WATER AND METHOD TO PREVENT EROSION OR SCOUR OF DISCHARGE POINTS (SEE 10.2 THROUGH 10.5 OF THEPERMIT):N/A 2. WILL THE PROJECT INCLUDE USE OF FILTERS FOR BACKWASH WATER?NOIF YES, DESCRIBE HOW FILTER BACKWASH WATER WILL BE MANAGED ON THE SITE OR PROPERLY DISPOSED (10.6):N/AADDITIONAL BMP'S FOR SPECIAL WATERS AND DISCHARGES TO WETLANDS (SECTION 23.1)1. SPECIAL WATERS. DOES YOUR PROJECT DISCHARGE TO SPECIAL WATERS?NO2. IF PROXIMITY TO BEDROCK OR ROAD PROJECTS WHERE THE LACK OF RIGHT OF WAY PRECLUDES THE INSTALLATION OF ANY OF THE PERMANENT STORMWATER MANAGEMENT PRACTICES, THEN OTHERTREATMENT SUCH AS GRASSED SWALES, SMALLER PONDS, OR GRIT CHAMBERS IS REQUIRED PRIOR TO DISCHARGE TO SURFACE WATERS. DESCRIBE WHAT OTHER TREATMENT WILL BE PROVIDED.N/A3. DESCRIBE EROSION AND SEDIMENT CONTROLS FOR EXPOSED SOIL AREAS WITH A CONTINUOUS POSITIVE SLOPE TO A SPECIAL WATERS, AND TEMPORARY SEDIMENT BASINS FOR AREAS THAT DRAIN FIVEOR MORE ACRES DISTURBED AT ONE TIME.N/A4. DESCRIBE THE UNDISTURBED BUFFER ZONE TO BE USED (NOT LESS THAN 100 LINEAR FEET FROM THE SPECIAL WATER).N/A5. DESCRIBE HOW THE PERMANENT STORMWATER MANAGEMENT SYSTEM WILL ENSURE THAT THE PRE AND POST PROJECT RUNOFF RATE AND VOLUME FROM THE 1, AND 2-YEAR 24-HOUR PRECIPITATIONEVENTS REMAINS THE SAME.N/A6. DESCRIBE HOW THE PERMANENT STORMWATER MANAGEMENT SYSTEM WILL MINIMIZE ANY INCREASE IN THE TEMPERATURE OF TROUT STREAM RECEIVING WATERS RESULTING IN THE 1, AND 2-YEAR24-HOUR PRECIPITATION EVENTS.N/A7. WETLANDS. DOES YOUR PROJECT DISCHARGE STORMWATER WITH THE POTENTIAL FOR SIGNIFICANT ADVERSE IMPACTS TO A WETLAND (E.G., CONVERSION OF A NATURAL WETLAND TO A STORMWATERPOND)?NOIF YES, DESCRIBE THE WETLAND MITIGATION SEQUENCE THAT WILL BE FOLLOWED IN ACCORDANCE WITH SECTION 22 OF THE PERMIT.N/AINSPECTIONS AND MAINTENANCE (SECTION 11.1)DESCRIBE PROCEDURES TO ROUTINELY INSPECT THE CONSTRUCTION SITE:·ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND·WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS, AND WITHIN (7) DAYS AFTER THATINSPECTIONS MUST INCLUDE STABILIZED AREAS, EROSION PREVENTION,AND SEDIMENT CONTROL BMP'S AND INFILTRATION AREAS.INSPECTOR WILL FOLLOW REQUIREMENTS SPECIFIED ABOVE AND FILL OUT "ATTACHMENT B - CONSTRUCTION STORMWATER INSPECTION CHECKLIST"1. DESCRIBE PRACTICES FOR STORAGE OF BUILDING PRODUCTS WITH A POTENTIAL TO LEACH POLLUTANTS TO MINIMIZE EXPOSURE TO STORMWATER:ALL BUILDING PRODUCTS WILL BE SEALED AND STORED IN A MANNER TO MINIMIZE EXPOSURE2. DESCRIBE PRACTICES FOR STORAGE OF PESTICIDES, HERBICIDES, INSECTICIDES, FERTILIZERS, TREATMENT CHEMICAL, AND LANDSCAPE MATERIALS:ALL LANDSCAPE TREATMENT CHEMICALS WILL BE SEALED AND STORED IN A MANNER TO MINIMIZED EXPOSURE3. DESCRIBE PRACTICES FOR STORAGE AND DISPOSAL OF HAZARDOUS MATERIALS OR TOXIC WASTE (E.G., OIL, FUEL, HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM-BASED PRODUCTS, WOODPRESERVATIVE, ADDITIVES, CURING COMPOUNDS, AND ACIDS) ACCORDING TO MINN. R. CH. 7045, INCLUDING RESTRICTED ACCESS AND SECONDARY CONTAINMENT:ALL HAZARDOUS WASTE WILL BE APPROPRIATELY DISPOSED OF OFF SITE ACCORDING TO LOCAL AND STATE LAWS.4. DESCRIBE COLLECTION, STORAGE AND DISPOSAL OF SOLID WASTE IN COMPLIANCE WITH MINN. R. CH. 7035:ALL CONSTRUCTION DEBRIS AND SOLID WASTER WILL BE APPROPRIATELY DISPOSED OF OFF SITE ACCORDING TO LOCAL AND STATE LAWS5. DESCRIBE MANAGEMENT OF PORTABLE TOILETS TO PREVENT TIPPING AND DISPOSAL OF SANITARY WASTES IN ACCORDANCE WITH MINN. R. CH. 7040:SANITARY AND SEPTIC SERVICES WILL BE PROVIDED TO WORKERS WITH PORTABLE FACILITIES MAINTAINED AS NEEDED BY THE PROVIDER.6. DESCRIBE SPILL PREVENTION AND RESPONSE FOR FUELING AND EQUIPMENT OR VEHICLE MAINTENANCE:EMPLOYEES WILL BE TRAINED IN TECHNIQUES DESIGNED TO MINIMIZE SPILLS. VEHICLES AND EQUIPMENT SHALL BE CHECKED FOR LEAKS.7. DESCRIBE CONTAINMENT AND DISPOSAL OF VEHICLE AND EQUIPMENT WASH WATER AND PROHIBITING ENGINE DEGREASING ON THE SITE:ALL CONSTRUCTION VEHICLES SHALL BE WASHED OFF SITE8. DESCRIBE STORAGE AND DISPOSAL OF CONCRETE AND OTHER WASHOUT WASTES SO THAT WASTES DO NOT CONTACT THE GROUND:ALL CONCRETE WASHOUT SHALL OCCUR OFF SITE.FINAL STABILIZATION (25.22)1. DESCRIBE METHOD OF FINAL STABILIZATION (PERMANENT COVER) OF ALL DISTURBED AREAS:FINAL STABILIZATION WILL BE ACCOMPLISHED WITH PAVEMENT, SOD AND LANDSCAPE MATERIALS.2. DESCRIBE METHODS USED TO CLEAN ALL STORMWATER TREATMENT SYSTEMS AND STORMWATER CONVEYANCE SYSTEMS OF ACCUMULATED SEDIMENT (25.22):CLEANING OF STORMWATER TREATMENT SYSTEMS SHALL BE DONE BY HAND SUCH AS THE USE OF A SHOVEL.3. DESCRIBE METHODS FOR REMOVING ALL TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL BMP'S:REMOVAL OF TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL BMP'S CAN BE DONE BY HAND AND PROPERLY DISPOSED OF.REVISION SUMMARYDATEDESCRIPTIONPROJECT LOCATIONADDRESS1620 ARBORETUM BLVDCITY/TOWNSHIPCHANHASSENSTATEMNCOUNTYCARVERZIP CODE55317PROJECT SIZE3.65 ACRESLATTITUDE/LONGITUDE OF APPROX.CENTROID OF PROJECT 44.86424 N, -93.56227 WMETHOD OF LAT/LONG COLLECTIONONLINE TOOLPROJECT TYPERESIDENTIALIMPERVIOUS SURFACES (ACRES)EXISTING0.0PROPOSED1.3DIFFERENCE1.3ESTIMATED CONSTRUCTION TIMELINESTART05-31-26END10-31-26CONSTRUCTION ACTIVITYSITE DEVELOPMENTSOIL TYPESSILTY CLAY, SANDY LEAN CLAYMAP UNIT SYMBOLMAP UNIT NAMEKBKILKENNY-LESTER LOAMS,2-6% SLOPESKCLESTER-KILKENNY LOAMS,6-12% SLOPESRECEIVING WATER BODIESWATER BODY IDNAME OF WATER BODYWATER BODY TYPESPECIAL WATER (Y/N)IMPAIRED WATER (Y/N)107020012-511RILEY CREEKCREEKNYSITE LOCATION MAP -58 COPYRIGHT CIVIL SITE GROUP INC.cPROJECT P R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N2025ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION08/13/25CITY SUBMITTALPROJECT MANAGERPATRICK SARVERCONTACT NUMBER612-615-0060 X 702DRAWN BYAM,ZHREVIEWED BYRB,PSPROJECT NUMBER25102EDEN SPRINGS CHANHASSAN, MN LIGHTHOUSE HOMES, LCC 168 PIONEER TRAIL NOX 129, CHASKA, MN 5531858960ANDERS S. MELBYLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.08/13/25Civil Engineering ° Surveying ° LandscapeArchitecture5000 Glenwood AvenueGolden Valley, MN 55422civilsitegroup.com 612-615-0060OWNERSW1.5SWPPP - ATTACHMENTSATTACHMENT C - COMBINEDFACILITY MANAGEMENT SCHEDULE1.ALL STORMWATER RETENTION, DETENTION AND TREATMENT BASINS MUST BE INSPECTED AT LEAST ONCE A YEAR TO DETERMINETHAT BASIN RETENTION AND TREATMENT CHARACTERISTICS ARE ADEQUATE. A STORAGE TREATMENT BASIN WILL BECONSIDERED INADEQUATE IF SEDIMENT HAS DECREASED THE WET STORAGE VOLUME BY 50 PERCENT OR DRY STORAGE VOLUMEBY 25 PERCENT OF ITS ORIGINAL DESIGN VOLUME. BASED ON THIS INSPECTION, IF A STORMWATER BASIN REQUIRES SEDIMENTCLEANOUT, THE BASIN WILL BE RESTORED TO ITS ORIGINAL DESIGN CONTOURS AND VEGETATED STATE WITHIN ONE YEAR OF THEINSPECTION DATE.2.ALL GRIT CHAMBERS, SUMP CATCH BASINS, SUMP MANHOLES, OUTLET STRUCTURES, CULVERTS, OUTFALL STRUCTURES ANDOTHER STORMWATER FACILITIES FOR WHICH MAINTENANCE REQUIREMENTS ARE NOT OTHERWISE SPECIFIED HEREIN MUST BEINSPECTED IN THE SPRING, SUMMER AND FALL OF EACH YEAR. WITHIN 30 DAYS OF THE INSPECTION DATE, ALL ACCUMULATEDSEDIMENT AND DEBRIS MUST BE REMOVED SUCH THAT EACH STORMWATER FACILITY OPERATES AS DESIGNED AND PERMITTED.CONTRIBUTING DRAINAGE AREAS MUST BE KEPT CLEAR OF LITTER AND VEGETATIVE DEBRIS, INFLOW PIPES AND OVERFLOWSPILLWAYS KEPT CLEAR, INLET AREAS KEPT CLEAN, AND UNDESIRABLE VEGETATION REMOVED. EROSION IMPAIRING THE FUNCTIONOR INTEGRITY OF THE FACILITIES, IF ANY, WILL BE CORRECTED, AND ANY STRUCTURAL DAMAGE IMPAIRING OR THREATENING TOIMPAIR THE FUNCTION OF THE FACILITIES MUST BE REPAIRED.3.VOLUME CONTROL FACILITIES AND CONTRIBUTING DRAINAGE AREAS MUST BE INSPECTED EVERY THREE MONTHS DURING THEOPERATIONAL PERIOD (BETWEEN SPRING SNOWMELT AND FIRST SUBSTANTIAL SNOWFALL) AND MONITORED AFTER RAINFALLEVENTS OF 1 INCH OR MORE TO ENSURE THAT THE CONTRIBUTING DRAINAGE AREA IS CLEAR OF LITTER AND DEBRIS, INFLOWPIPES AND OVERFLOW SPILLWAYS ARE CLEAR, INLET AREAS ARE CLEAN, UNDESIRABLE VEGETATION IS REMOVED AND THERE IS NOEROSION IMPAIRING OR THREATENING TO IMPAIR THE FUNCTION OF A FACILITY. IF SEDIMENT HAS ACCUMULATED IN AINFILTRATION FEATURE, WITHIN 30 DAYS OF INSPECTION DEPOSITED SEDIMENTS MUST BE REMOVED, THE INFILTRATION CAPACITYOF THE UNDERLYING SOILS MUST BE RESTORED, AND ANY SURFACE DISTURBANCE MUST BE STABILIZED. INSPECTION MUSTENSURE THAT SEDIMENT TRAPS AND FOREBAYS ARE TRAPPING SEDIMENT AND THAT MORE THAN 50 PERCENT OF THE STORAGEVOLUME REMAINS, THE CONTRIBUTING DRAINAGE AREA IS STABLE (I.E., NO EROSION IS OBSERVED), AND INLETS ANDOUTLET/OVERFLOW SPILLWAYS ARE IN GOOD CONDITIONS WITH NO EROSION. MAINTENANCE TECHNIQUES USED MUST PROTECTTHE INFILTRATION CAPACITY OF THE PRACTICE BY LIMITING SOIL COMPACTION TO THE GREATEST EXTENT POSSIBLE (E.G., BYUSING LOW-IMPACT EARTH-MOVING EQUIPMENT).4.UNDERGROUND STORAGE CHAMBERS MUST BE INSPECTED AT LEAST ONCE A YEAR TO ENSURE THAT ADEQUATE STORAGECAPACITY REMAINS. CAPACITY WILL BE CONSIDERED INADEQUATE IF SEDIMENT HAS DECREASED THE STORAGE VOLUME BY 50PERCENT OF ITS ORIGINAL DESIGN VOLUME. ACCUMULATED DEBRIS AND SEDIMENT WILL BE REMOVED, AND INLET AND OUTLETSTRUCTURES WILL BE CLEARED OF ANY FLOW IMPEDIMENTS.ATTACHMENT B: SWPPP INSPECTION FORMATTACHMENT C: MAINTENANCE PLAN FOR PERMANENT STORM WATER TREATMENT SYSTEMNOTE: THIS INSPECTION REPORT DOES NOT ADDRESS ALL ASPECTS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM/STATE DISPOSAL SYSTEM (NPDES/SDS)CONSTRUCTION STORMWATER PERMIT (PERMIT) ISSUED ON AUGUST 1, 2018. THE COMPLETION OF THIS CHECKLIST DOES NOT GUARANTEE THAT ALL PERMIT REQUIREMENTS AREIN COMPLIANCE; IT IS THE RESPONSIBILITY OF THE PERMITTEE(S) TO READ AND UNDERSTAND THE PERMIT REQUIREMENTS.FACILITY INFORMATIONSITE NAME: SITE ADDRESS: PERMIT NUMBER:CITY: STATE: ZIP CODE:INSPECTION INFORMATIONINSPECTOR NAME: _______________________ PHONE NUMBER: _________________________ORGANIZATION/COMPANY MAN: _____________________________________________________DATE (MM/DD/YYYY): _____________________TIME: ____________ AM / PMIS THE INSPECTOR CERTIFIED IN SEDIMENT AND EROSION CONTROL AND IS IT DOCUMENTED IN THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP)?IS THIS INSPECTION ROUTINE OR IN RESPONSE TO A STORM EVENT:RAINFALL AMOUNT (IF APPLICABLE): ____________IS SITE WITHIN ONE AERIAL MILE OF SPECIAL OR IMPAIRED WATER THAT CAN POTENTIALLY RECEIVE DISCHARGE FROM THE SITE?IF YES, FOLLOW SECTION 23 AND OTHER APPLICABLE PERMIT REQUIREMENTSNOTE: IF N/A IS SELECTED AT ANY TIME, SPECIFY WHY IN THE COMMENT AREA FOR THAT SECTION.EROSION CONTROL REQUIREMENT (SECTION 8.1)1.ARE SOILS STABILIZED WHERE NO CONSTRUCTION ACTIVITY HAS OCCURRED FOR 14 DAYS (INCLUDING STOCKPILES)?(7 DAYS WHERE APPLICABLE, OR 24 HOURS DURING MINNESOTA DEPARTMENT OF NATURAL RESOURCES [DNR] FISHSPAWNING RESTRICTIONS)2.HAS THE NEED TO DISTURB STEEP SLOPES BEEN MINIMIZED?3.IF STEEP SLOPES ARE DISTURBED, ARE STABILIZATION PRACTICES DESIGNED FOR STEEP SLOPES USED?4.ALL DITCHES/SWALES STABILIZED 200' BACK FROM POINT OF DISCHARGE OR PROPERTY EDGE WITHIN 24 HOURS? (MULCH,HYDROMULCH, TACKIFIER, OR SIMILAR BEST MANAGEMENT PRACTICES [BMPS] ARE NOT ACCEPTABLE IN DITCHES/SWALESIF THE SLOPE IS GREATER THAN 2%)ARE APPROPRIATE BMP'S INSTALLED PROTECTING INLETS/OUTLETS?5.DO PIPE OUTLETS HAVE ENERGY DISSIPATION (WITHIN 24 HOURS OF CONNECTION)?6.IS CONSTRUCTION PHASING BEING FOLLOWED IN ACCORDANCE WITH THE SWPPP?7.ARE AREAS NOT TO BE DISTURBED MARKED OFF (FLAGS, SIGNS, ETC.)?COMMENTS:SEDIMENT CONTROL REQUIREMENTS (SECTION 9.1)1.ARE PERIMETER SEDIMENT CONTROLS INSTALLED PROPERLY ON ALL DOWN GRADIENT PERIMETERS?2.ARE APPROPRIATE BMPS INSTALLED PROTECTING INLETS, CATCH BASINS, AND CULVERT INLETS?3.IS A 50 FOOT NATURAL BUFFER PRESERVED AROUND ALL SURFACE WATERS DURING CONSTRUCTION?3.1.IF NO, HAVE REDUNDANT SEDIMENT CONTROLS BEEN INSTALLED?4.DO ALL ERODIBLE STOCKPILES HAVE PERIMETER CONTROL IN PLACE?5.IS THERE A TEMPORARY SEDIMENT BASIN ON SITE, AND IS IT BUILT AS REQUIRED IN SECTION 14 OF THE PERMIT?6.IS SOIL COMPACTION BEING MINIMIZED WHERE NOT DESIGNED FOR COMPACTION?7.IS TOPSOIL BEING PRESERVED UNLESS INFEASIBLE?8.IF CHEMICAL FLOCCULANTS ARE USED, IS THERE A CHEMICAL FLOCCULANT PLAN IN PLACE?COMMENTS:DISCLOSURES:·AFTER DISCOVERY, THE PERMIT REQUIRES MANY OF THE DEFICIENCIES THAT MAY BE FOUND ON SITE BE CORRECTED WITHIN A SPECIFIED PERIOD OF TIME. SEE PERMIT FORMORE DETAILS.·THE PERMITTEE(S) IS/ARE RESPONSIBLE FOR THE INSPECTION AND MAINTENANCE OF TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT BMPS AS WELL ASEROSION PREVENTION AND SEDIMENT CONTROL BMPS UNTIL ANOTHER PERMITTEE HAS OBTAINED COVERAGE UNDER THIS PERMIT ACCORDING TO SECTION 3, OR THEPROJECT HAS MET THE TERMINATION CONDITIONS OF THE PERMIT AND A NOTICE OF TERMINATION HAS BEEN SUBMITTED TO THE MINNESOTA POLLUTION CONTROL AGENCY.Y N N/AY N N/A7 DAY RAINY NMAINTENANCE AND INSPECTIONS (SECTION 11)1.ARE ALL PREVIOUSLY STABILIZED AREAS MAINTAINING GROUND COVER?2.ARE PERIMETER CONTROLS MAINTAINED AND FUNCTIONING PROPERLY, SEDIMENT REMOVED WHEN ONE-HALF FULL?3.ARE INLET PROTECTION DEVICES MAINTAINED AND ADEQUATELY PROTECTING INLETS?4.ARE THE TEMPORARY SEDIMENT BASINS BEING MAINTAINED AND FUNCTIONING PROPERLY?5.ARE VEHICLE TRACKING BMPS AT SITE EXISTS IN PLACE AND MAINTAINED AND FUNCTIONING PROPERLY?6.IS ALL TRACKED SEDIMENT BEING REMOVED WITHIN 24 HOURS?7.HAVE ALL SURFACE WATERS, DITCHES, CONVEYANCES, AND DISCHARGE POINTS BEEN INSPECTED?8.WERE ANY DISCHARGES SEEN DURING THIS INSPECTION (I.E., SEDIMENT, TURBID WATER, OR OTHERWISE)?IF YES, RECORD THE LOCATION OF ALL POINTS OF DISCHARGE. PHOTOGRAPH AND DESCRIBE THE DISCHARGE (SIZE, COLOR, ODOR, FOAM, OIL SHEEN, TIME, ETC.).DESCRIBE HOW THE DISCHARGE WILL BE ADDRESSED. WAS THE DISCHARGE A SEDIMENT DELTA? IF YES, WILL THE DELTA BE RECOVERED WITHIN SEVEN DAYS ANDIN ACCORDANCE WITH ITEM 11.5 OF THE PERMIT?COMMENTS:Y N N/APOLLUTION PREVENTION (SECTION 12)1.ARE ALL CONSTRUCTION MATERIALS THAT CAN LEACH POLLUTANTS UNDER COVER OR PROTECTED?2.ARE HAZARDOUS MATERIALS BEING PROPERLY STORED?3.ARE APPROPRIATE BMPS BEING USED TO PREVENT DISCHARGES ASSOCIATED WITH FUELING AND MAINTENANCE OFEQUIPMENT OR VEHICLES?4.ARE ALL SOLID WASTES BEING PROPERLY CONTAINED AND DISPOSED OF?5.IS THERE A CONCRETE/OTHER MATERIAL WASHOUT AREA ON SITE AND IS IT BEING USED?6.IS THE CONCRETE WASHOUT AREA MARKED WITH A SIGN?7.ARE THE CONCRETE/OTHER MATERIAL WASHOUT AREAS PROPERLY MAINTAINED?COMMENTS:Y N N/AOTHER1.IS A COPY OF THE SWPPP, INSPECTION RECORDS, AND TRAINING DOCUMENTATION LOCATED ON THE CONSTRUCTIONSITE, OR CAN IT BE MADE AVAILABLE WITHIN 72 HOURS?2.HAS THE SWPPP BEEN FOLLOWED AND IMPLEMENTED ON SITE, AND AMENDED AS NEEDED?3.IS ANY DEWATERING OCCURRING ON SITE?IF YES, WHAT BMPS ARE BEING USED TO ENSURE THAT CLEAN WATER IS LEAVING THE SITE AND THE DISCHARGE IS NOTCAUSING EROSION OR SCOUR?4.WILL A PERMANENT STORMWATER MANAGEMENT SYSTEM BE CREATED FOR THIS PROJECT IF REQUIRED AND INACCORDANCE WITH SECTION 15 OF THE PERMIT (IF ADDING AN ACRE OR MORE OF NEW IMPERVIOUS SURFACE)?IF YES, DESCRIBE:5.IF INFILTRATION/FILTRATION SYSTEMS ARE BEING CONSTRUCTED, ARE THEY MARKED AND PROTECTED FROMCOMPACTION AND SEDIMENTATION?6.DESCRIPTION OF AREAS OF NON-COMPLIANCE NOTED DURING THE INSPECTION, REQUIRED CORRECTIVE ACTIONS, AND RECOMMENDED DATE OF COMPLETION OFCORRECTIVE ACTIONS:7.PROPOSED AMENDMENTS TO THE SWPPP:8.POTENTIAL AREAS OF FUTURE CONCERN:9.ADDITIONAL COMMENTSY N N/AY NREVISION SUMMARYDATEDESCRIPTION59 PROJECT NO: DRAWN BY: CHECKED BY:PRELIMINARYNOT FOR CONSTRUCTION6442 CITY WEST PARKWAYSUITE 300EDEN PRAIRIE, MINNESOTA 55344PH: 952-996-9662WWW.FUSION-AE.COMCOPYRIGHT 2025 FUSION AECSHEET TITLE: SHEET NUMBER: 8/13/2025 2:50:21 PM AA ER 25-039 A000EDEN SPRINGS1620 ARBORETUM BLVD CHANHASSEN, MN 55317TITLE SHEET EDEN SPRINGS 1620 ARBORETUM BLVD CHANHASSEN, MN 55317 SHEETSHEET NAME 2025-08-13 CITY SUBMITTALCITY SUBMITTAL A000 TITLE SHEET * A240 ROOF PLAN, MONUMENT SIGN, TRASH ENCLOSURE, EXTERIOR MATERIAL PALETTE * A301 RENDERED ELEVATIONS * RENDERINGS-1 EAST ENTRY DRIVE * RENDERINGS-2 WEST ENTRY DRIVE * RENDERINGS-3 DRIVEWAY * RENDERINGS-4 OTHER VIEWS * ISSUE RECORD #DATE DESCRIPTION 2025-08-13 CITY SUBMITTAL 60 ASPHALT SHINGLESROOF LEGENDSTANDING SEAM METAL ROOFMANUFACTURED STONECORONADO -TEXAS RUBBLE -SUMMER COTTAGEENGINEERED WOOD SIDING -SHAKESSNOWSCAPEENGINEERED WOOD SIDING -SHAKESQUARRY GRAYNATURAL SHADOW ASPHALT SHINGLESPEWTER GRAYSTANDING SEAM METAL ROOFDARK GRAYMANUFACTURED STONE SILLLIGHT GREYENGINEERED WOOD SIDING -TRIMSNOWSCAPE11' - 0" BASEDISPLAY HEIGHT2' - 8" SIGN9' - 0" SIGN DISPLAY WIDTH5' - 0" SIGN TOTAL HEIGHTLIGHTING TYPE: GROUND FLOOD LIGHTTHERE WILL BE A SEPARATE SIGNAGE SUBMITTAL AT A LATER DATE, UPDATING GRAPHICS AND PROVIDING MORE DETAILSPROJECT NO:DRAWN BY:CHECKED BY:PRELIMINARYNOT FOR CONSTRUCTION6442 CITY WEST PARKWAYSUITE 300EDEN PRAIRIE, MINNESOTA 55344PH: 952-996-9662WWW.FUSION-AE.COMCOPYRIGHT 2025 FUSION AECSHEET TITLE:SHEET NUMBER:8/13/2025 9:52:51 AMAAER25-039A240EDEN SPRINGS1620 ARBORETUM BLVD CHANHASSEN, MN 55317ROOF PLAN,MONUMENT SIGN,TRASH ENCLOSURE,EXTERIOR MATERIALPALETTESCALE:1/2" = 1'-0"A2401MONUMENT SIGNISSUE RECORD#DATE DESCRIPTION2025-08-13 CITY SUBMITTAL 61 FIRST FLOOR 100' -0" MAX ROOF 135' -0" 1 ENGINEERED WOOD SIDING -CEDAR SHAKES -SNOWSCAPE WHITE 6 NATURAL SHADOW ASPHALT SHINGLES - PEWTER GRAY 5 ENGINEERED WOOD SIDING -TRIM - SNOWSCAPE WHITE 2 MANUFACTURED STONE -TEXAS RUBBLE STYLE -SUMMER COTTAGE 3 ENGINEERED WOOD SIDING -CEDAR SHAKES -QUARRY GRAY 4STANDING SEAM METAL ROOFING -DARK GRAY 1 2 4 5 6 FIRST FLOOR 100' -0" MAX ROOF 135' -0" 1 ENGINEERED WOOD SIDING -CEDAR SHAKES -SNOWSCAPE WHITE 6 NATURAL SHADOW ASPHALT SHINGLES - PEWTER GRAY 5 ENGINEERED WOOD SIDING -TRIM - SNOWSCAPE WHITE 2 MANUFACTURED STONE -TEXAS RUBBLE STYLE -SUMMER COTTAGE 3 ENGINEERED WOOD SIDING -CEDAR SHAKES -QUARRY GRAY 1 2 3 5 6 FIRST FLOOR 100' -0" MAX ROOF 135' -0" 1 ENGINEERED WOOD SIDING -CEDAR SHAKES -SNOWSCAPE WHITE 6 NATURAL SHADOW ASPHALT SHINGLES - PEWTER GRAY 5 ENGINEERED WOOD SIDING -TRIM - SNOWSCAPE WHITE 2 MANUFACTURED STONE -TEXAS RUBBLE STYLE -SUMMER COTTAGE 3 ENGINEERED WOOD SIDING -CEDAR SHAKES -QUARRY GRAY 4STANDING SEAM METAL ROOFING -DARK GRAY 1 4 5 6 FIRST FLOOR 100' -0" MAX ROOF 135' -0" 1 ENGINEERED WOOD SIDING -CEDAR SHAKES -SNOWSCAPE WHITE 6 NATURAL SHADOW ASPHALT SHINGLES - PEWTER GRAY 5 ENGINEERED WOOD SIDING -TRIM - SNOWSCAPE WHITE 2 MANUFACTURED STONE -TEXAS RUBBLE STYLE -SUMMER COTTAGE 3 ENGINEERED WOOD SIDING -CEDAR SHAKES -QUARRY GRAY 4 6 3 FIRST FLOOR 100' -0" MAX ROOF 135' -0" FIRST FLOOR 100' -0" MAX ROOF 135' -0" EXTERIOR MATERIAL LEGEND 1 ENGINEERED WOOD SIDING -CEDAR SHAKES -SNOWSCAPE WHITE 2 MANUFACTURED STONE -TEXAS RUBBLE STYLE -SUMMER COTTAGE 3 ENGINEERED WOOD SIDING -CEDAR SHAKES -QUARRY GRAY 4STANDING SEAM METAL ROOFING -DARK GRAY 5 ENGINEERED WOOD SIDING -TRIM - SNOWSCAPE WHITE PERCENTAGE OF ACCENT MATERIAL TOTAL WALL SURFACE SQUARE FOOTAGE: 15,170 SQUARE FEET TOTAL WALL SURFACE OF ENGINEERED WOOD SIDING -CEDAR SHAKES -SNOWSCAPE WHITE : 3,410 SQUARE FEET (22% OF TOTAL WALL SURFACE) TOTAL WALL SURFACE OF MANUFACTURED STONE - CORONADO PRO-LEDGE HURON: 1,582 SQUARE FEET (10% OF TOTAL WALL SURFACE) 6 NATURAL SHADOW ASPHALT SHINGLES - PEWTER GRAY 2 FAUX WINDOW INTO ATTIC SPACE 3 EGRESS DOOR 4 FIXED WINDOWS. WHITE MULLIONS AND MUNTINS 5 ALUMINUM. POWDERCOATED WHITE. 6 DENTIL DETAIL EXTERIOR ELEVATION KEYNOTES 1 CHIMNEY FOR GREASE HOOD SYSTEM PROJECT NO: DRAWN BY: CHECKED BY:PRELIMINARYNOT FOR CONSTRUCTION6442 CITY WEST PARKWAYSUITE 300EDEN PRAIRIE, MINNESOTA 55344PH: 952-996-9662WWW.FUSION-AE.COMCOPYRIGHT 2025 FUSION AECSHEET TITLE: SHEET NUMBER: 8/13/2025 2:01:16 PM L.S. E.R. 25-039 A301EDEN SPRINGS1620 ARBORETUM BLVD CHANHASSEN, MN 55317RENDERED ELEVATIONS SCALE:1/8" = 1'-0"A301 1 SOUTH ELEVATION BUILDING 1 SCALE:1/8" = 1'-0"A301 3 WEST ELEVATION DORMER OPTION 1 SCALE:1/8" = 1'-0"A301 2 NORTH ELEVATION BUILDING 1 SCALE:1/8" = 1'-0"A301 4 EAST ELEVATION SCALE:3/32" = 1'-0"A301 5 NORTH ELEVATION BUILDING 1 Copy 1 SCALE:3/32" = 1'-0"A301 6 SOUTH ELEVATION BUILDING 1 Copy 1 ISSUE RECORD #DATE DESCRIPTION 2025-08-13 CITY SUBMITTAL 62 FUSION-AE 6442 CITY WEST PARKWAY #300 EDEN PRARIE, MN 55344 952-996-9662EDEN SPRINGS RENDERINGS-1 2025-08-13 EAST ENTRY DRIVE 63 FUSION-AE 6442 CITY WEST PARKWAY #300 EDEN PRARIE, MN 55344 952-996-9662EDEN SPRINGS RENDERINGS-2 2025-08-13 WEST ENTRY DRIVE 64 FUSION-AE 6442 CITY WEST PARKWAY #300 EDEN PRARIE, MN 55344 952-996-9662EDEN SPRINGS RENDERINGS-3 2025-08-13 DRIVEWAY FUSION-AE 6442 CITY WEST PARKWAY #300 EDEN PRARIE, MN 55344 952-996-9662EDEN SPRINGS RENDERINGS-3 2025-08-13 DRIVEWAY 65 FUSION-AE 6442 CITY WEST PARKWAY #300 EDEN PRARIE, MN 55344 952-996-9662EDEN SPRINGS RENDERINGS-4 2025-08-13 OTHER VIEWS 66 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 Stormwater Management Report Owner: Lighthouse Homes, LLC 168 Pioneer Trail, No 129 Chaska, MN 55318 Project: Eden Springs 1620 Arboretum Blvd Chanhassen, MN 55317 Engineer’s Certification: All plans and supporting Documentation contained in this report have been reviewed by me and it is hereby certified that to the best of my knowledge the plans comply with the requirements of the ordinance. I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Anders Melby, P.E. Registration Number: 58960 Date: 5/15/2025 67 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 Table of Contents: 1.0 Cover Sheet, Engineer’s Certification 2.0 Summary Analysis / Narrative 2.1 Introduction 2.2 Existing Site Conditions 2.3 Proposed Site Conditions 2.4 Stormwater Requirements – City 2.5 Stormwater Requirements – Watershed District 2.6 Stormwater Requirements – MPCA / NPDES 3.0 Stormwater Calculations 3.1 Proposed Stormwater Management Strategy & Facilities Description 3.2 Rate Control 3.3 Volume Control 3.4 Water Quality 3.5 Buffer Area for Wetland and Creeks 3.6 Wetland Inundation & Bounce 4.0 Conclusions Figures: Figure 1 – Drainage Calculations Summary Table Figure 2 – Existing Conditions Drainage Area Map Figure 3 – Proposed Conditions Drainage Area Map Appendices: HydroCAD Existing Conditions HydroCAD Modeling Proposed Conditions HydroCAD Modeling MIDS Results SHSAM Modeling Memo Geotechnical Report 68 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 2.0 Summary Analysis / Narrative: 2.1 Introduction: This stormwater management report accompanies the Civil Engineering Plans prepared by Civil Site Group for the subject project dated 5/15/2025 and serves as attachment D to the storm water pollution prevention plan (SWPPP). This report includes a summary of the existing and proposed site conditions, the stormwater requirements of relevant regulatory agencies, and proposed design calculations and data to meet the requirements. 2.2 Existing Site Conditions: Site Description: The existing site is currently an open, grass covered lot with woods and a wetland on the north side. Riley Creek runs adjacent to the northern border. The existing site surface coverage areas are shown in the table below: Existing Soils: A geotechnical evaluation report was completed by Haugo Geotechnical Services dated January 5, 2018. This report determined the soils on site are predominantly Silty Clay topsoil over Sandy Lean Clay (CL). For the purposes of this report, soils have been assumed to have a hydrologic soil group “D” designation. Groundwater: Groundwater encountered in the soil borings at elevations ranging from 946 to 950 feet. 2.3 Proposed Site Conditions: Site Description: The proposed site is a development of the parcel into a single-story senior assisted living facility with parking, landscaping, and aboveground stormwater management. The proposed site surface coverage areas are shown in the table below: Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value EX1A 0 98 16477 84 16477 84 EX1B 0 98 99974 84 99974 84 EX2 0 98 25195 84 25195 84 EX3 1058 98 16142 84 17200 85 Existing Conditions Total AreaImpervious AreaDrainage Area Pervious Area Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value PR1A 303 98 10736 84 11039 84 PR1B 469 98 52449 84 52918 84 PR1C 54737 98 11583 84 66320 96 PR1D 0 98 13349 84 13349 84 PR2 0 98 9022 84 9022 84 PR3 2656 98 3542 84 6198 90 Pervious Area Total Area Proposed Conditions Drainage Area Impervious Area 69 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 2.4 Stormwater Requirements City (Chanhassen) The City of Chanhassen’s stormwater requirements generally conform to the watershed’s regulations. 2.5 Stormwater Requirements Watershed (Riley Purgatory Bluff Creek Watershed District): Requirement threshold - Projects that alter or remove 5,000 square feet or more of land-surface area or vegetation. Rate Control – Limit peak runoff flow rates to that from existing conditions for all points where stormwater discharge leaves the site for the 2-, 10-, and 100-year frequency storm events using a nested 24-hour rainfall distribution, and a 100-year frequency 10- day snowmelt. Water Quality – Provide:  Volume abstraction in accordance per volume control requirements, or  Treatment onsite or in the same subwatershed as the land-disturbing activity to the equivalent of: o At least 60% annual removal efficiency for the total phosphorus (TP) from site runoff; o At least 90% annual removal efficiency for total suspended solids (TSS) from site runoff, and o No net increase in TSS or TP loading from the site compared to existing conditions. The onsite abstraction of runoff may be included in demonstrating compliance with the TSS and TP removal requirements. Volume Control – Provide abstraction onsite or in the same subwatershed as the land-disturbing activity of:  1.1 inch from regulated impervious surface, or  The volume for the 95th percentile storm-event runoff from the site. Wetland Protection –  Bounce and inundation: No activity subject to this rule may alter a site in a manner that alters the bounce in water level, duration of inundation, or change the runout elevation in the subwatershed in which the site is located for any wetland receiving discharge direction from the site beyond the limits specified in Table J.1, which is incorporated into and a part of this rule.  Treatment of runoff to wetlands: Discharge from regulated disturbed area to protected wetland must be treated to meet: o Water quality rules highlighted above for discharge to low- or medium-value wetland; o At least 75% annual removal efficiency for TP and at least 90% annual removal efficiency for TSS prior to discharge to a high- or exceptional-value wetland. o 70 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 2.6 Stormwater Requirements - Minnesota Pollution Control Agency – NPDES permit (MPCA): Requirement threshold - A permit is required for projects with a disturbed area over 1 acre in size, Stormwater management is required for a project adding 1-acre of more of NEW impervious surface (reconstructed impervious is not included). Rate Control – No specific regulation, may not degrade downstream facilities. Water Quality – Stormwater water quality treatment volume must be provided equal to 1.0” over all new impervious surfaces (includes all newly constructed impervious surfaces only, re-constructed impervious surfaces are not included). Volume Control – Must consider volume reduction if feasible and not prohibited on site. The required infiltration volume is equal to the water quality volume described above. 3.0 Stormwater Calculations: 3.1 Proposed Stormwater Management Strategy & Facilities Description This project is disturbing approximately 2.8 acres of land. The project will be constructing 1.3 acres of new/reconstructed impervious surfaces. This land disturbance and creation of impervious surfaces will trigger stormwater management requirements from the City of Chanhassen, the Riley Purgatory Bluff Creek Watershed District and the MPCA NPDES permit. The proposed stormwater strategy for this project is directing nearly all of the impervious area to a rainwater reuse system to be used for irrigation for approximately 1.5 acres of pervious area onsite. Water that exceeds the reuse basin retention volume will continue to a biofiltration basin for additional abstraction and treatment before discharging upgradient of Riley Creek. Stormwater treatment is also provided by pervious areas draining west and the extensive wetland and creek buffer area. Proprietary stormwater treatment devices are used prior to reuse basin retention for water quality and pre-treatment prior to reuse, and a proprietary filter is used prior to the biofiltration basin. 3.2 Rate Control Limit peak runoff flow rates to that from existing conditions for all points where stormwater discharge leaves the site for the 2-, 10-, and 100-year frequency storm events using a nested 24-hour rainfall distribution, and a 100-year frequency 10- day snowmelt. Rate control is provided by underground retention within the reuse basin and live storage within the biofiltration basin. This information was derived using HydroCAD stormwater modeling software. The existing and proposed runoff rates are shown in the summary table below. 71 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 In addition, the existing and proposed runoff rates are compared leaving the site in different directions below in order to show no significant change in downgradient hydrology expected. 2-YR [2.87"] 10-YR [4.26"] 100-YR [7.36"] SNOWMELT 1R - EX WETLAND 0.95 1.80 3.46 0.06 2R - RILEY CREEK 5.05 9.59 18.53 0.44 EX2 - WEST PROP. 1.45 2.75 5.28 0.10 EX3 - W 78TH ST. 1.09 2.04 3.86 0.07 TOTAL (REACH) 7.59 14.38 27.67 0.61 2-YR [2.87"] 10-YR [4.26"] 100-YR [7.36"] SNOWMELT 1R - EX WETLAND 0.65 1.22 2.32 0.04 2R - RILEY CREEK 2.88 5.40 14.26 0.31 PR2 - WEST PROP. 0.52 0.99 1.89 0.03 PR3 - W 78TH ST. 0.47 0.78 1.37 0.03 TOTAL (REACH) 3.87 7.17 17.52 0.37 Overall Stormwater Rate Summary 2-Year Event 7.59 3.87 10-Year Event 14.38 7.17 100-Year Event 27.67 17.52 SNOWMELT 0.61 0.37 Drainage Area Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Rate (cfs)Drainage Area Stormwater Rate Summary 72 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 The proposed runoff rates are less that the existing peak runoff rates – REQUIREMENT SATISFIED 3.3 Volume Control Abstraction of 1.1” of runoff onsite cannot be practicably met due to the tested infiltration rate of 0.00 in/hr creating a restricting condition onsite. The water volume abstraction requirement 3.3a of 0.55” over the impervious area is provided by a stormwater reuse system and within the biofiltration basin. Abstraction volumes were calculated using the MIDS calculator. Stormwater Rate Summary - To Existing Wetland 2-Year Event 0.95 0.65 10-Year Event 1.80 1.22 100-Year Event 3.46 2.32 SNOWMELT 0.06 0.04 Stormwater Rate Summary - To Riley Creek 2-Year Event 5.05 2.88 10-Year Event 9.59 5.40 100-Year Event 18.53 14.26 SNOWMELT 0.44 0.31 Stormwater Rate Summary - To Western Adjacent Prope rty 2-Year Event 1.45 0.52 10-Year Event 2.75 0.99 100-Year Event 5.28 1.89 SNOWMELT 0.10 0.03 Stormwater Rate Summary - To West 78th Street 2-Year Event 1.09 0.47 10-Year Event 2.04 0.78 100-Year Event 3.86 1.37 SNOWMELT 0.07 0.03 Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) 73 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 The proposed volume abstracted by the stormwater reuse system and biofilter does not provide the required abstraction volume of 1.1” over the impervious area due to site restrictions. The proposed BMPs do provide as much abstraction as feasible and achieves abstraction of more than 0.55” over the impervious area as per requirement 3.3a. – VOLUME REQUIREMENT SATISFIED 3.4 Water Quality Water quality requirements are met in a combination of stormwater BMP devices and natural features. TSS and TP removal were estimated in the MIDS calculator. The majority of the imperious area are pretreated by hydrodynamic separators prior to retention and reuse in the underground reuse basin. Water in excess of the reuse retention volume flows into the biofiltration basin and is treated through a minimum of 24” biofiltration Type C Media Mix as prescribed in the Minnesota Stormwater Manual. Rain falling on PR2 and PR1 are treated via over land flow; runoff towards the west through managed turf, and water towards the existing wetland and Riley Creek through native vegetation. Hydrodynamic separators were sized based SHSAM software modeling for at least 10% removal, as summarized in the memo appended to this report. The proposed water quality calculations are the result of MIDS modeling and summarized in the table below: The proposed water quality design achieves 90% TSS removal and 60% TP removal which meet or exceed the water quality removal requirements for the project site. – WATER QUALITY REQUIREMENT SATISFIED Stormwater Water Quality and Volume Summary New Impv. Area (sf) Required Volume (cf) Required Volume (cf) 1.1" * New Imp. 0.55" * New Imp. PR1A 303 28 14 PR1B 469 43 21 PR1C 54737 5018 2509 PR1D 0 0 0 PR2 0 0 0 PR3 2656 243 122 TOTAL 58165 5332 2666 Inf. Area (sf) Assoc. Inf. Height (ft) Drawdown Time (h) Filtration Basin 1 4993 3903 1.28 19.19 TOTAL 4993 REUSE/IRRIGATION SYSTEM 2599 BIOFILTER 208 TOTAL 2807 Proposed BMP Area Provided Abstraction Volume (cf) Drawdown Time Calculations (0.8"/Hour) Drainage Area Proposed BMP Area Provided Vol (cf) Required Infiltration Vol. Summary Pollutant Removal Calculations Pollutant Proposed Loading Removed by BMPs Removal Efficiency TSS (lb/yr) 615.2 551.30 90% TP (lb/yr) 3.3864 2.018 60% Pollutant Existing Outflow Proposed Outflow Net Reduction TSS (lb/yr) 175.56 63.90 111.66 TP (lb/yr) 1.4867 1.37 0.12 74 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 3.5 Buffer Area for Wetland The wetland onsite was delineated by Jacobson Environmental, PLLC in a report dated October 17, 2018 and revised December 12, 2018 including a MnRAM assessment. Per RPBCWD Rule D, Appendix D1 the onsite wetland is considered a “Medium value wetland” as it does not meet any higher quality requirements. Therefore the wetland requires a 40-foot average buffer and minimum 20-foot buffer. The buffer minimum is per City of Chanhassen regulations. In addition, Riley Creek requires a 50-foot average buffer with a minimum of 30-feet.As the buffers begin to overlap significantly, the two buffer areas have been combined for calculation purposes with respect to both minimum width requirements. The onsite area footprint is 17,590 sqft and 28,656 sqft for the wetland and creek buffer, respectively. The proposed buffer to be created has an area of 40,175 sqft with a minimum with of 20-feet and a maximum width of 98.7-feet from the creek. The “By Code” and “Proposed Averaged” buffers are depicted on plan sheet C2.1 – WETLAND BUFFER REQUIREMENT SATISFIED 3.6 Wetland Bounce and Inundation Analysis is required to demonstrate the change in bounce of water level, duration of inundation, and change in runout elevation criteria for the wetland. Per communication with the watershed consultant, the wetland was modeled as a rectangular/vee-type channel Reach in HydroCAD. The subwatershed drainage maps are presented following the sitewide existing and proposed drainage maps. RUNOUT ELEVATION: Since no grading will take place at the wetland outlet (the northernmost elevation of the wetland is roughly 951.80,) the runout elevation will not change. INUNDATION PERIOD: Because the wetland has no storage, there is no inundation period for existing or proposed conditions for the 1-year 2-year, or 10-year period events. CHANGE IN BOUNCE: While Table J1 only specifies limits for the 10-year storm, the table below shows the average flow depths for the 2-yr, 10-yr, and 100-yr storm. The depth is maintained or decreased in proposed conditions. 4.0 Conclusions: To the best of our knowledge, this project meets all State, City and Watershed District stormwater management requirements. Wetland Bounce & Innundation Calculations Medium Value Wetland 2-yr Flow Depth (in) 10-yr Flow Depth (in) 100-yr Flow Depth (in) Existing Conditions 1.41 2.61 5.53 Proposed Conditions 1.41 2.58 5.44 Difference 0.00 -0.03 -0.09 Permissible Limit N/A EXIST. PLUS/MINUS 1' N/A 75 Civil Site Group - Stormwater Calculations Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value EX1A 0 98 16477 84 16477 84 EX1B 0 98 99974 84 99974 84 EX2 0 98 25195 84 25195 84 EX3 1058 98 16142 84 17200 85 Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value PR1A 303 98 10736 84 11039 84 PR1B 469 98 52449 84 52918 84 PR1C 54737 98 11583 84 66320 96 PR1D 0 98 13349 84 13349 84 PR2 0 98 9022 84 9022 84 PR3 2656 98 3542 84 6198 90 Impervious [SF] Impervious [AC] Pervious [SF] Pervious [AC] Total [SF] Total [AC] Existing Site 1058 0.02 157788 3.62 158846 3.65 Proposed Site 58165 1.34 100681 2.31 158846 3.65 2-YR [2.87"] 10-YR [4.26"] 100-YR [7.36"] SNOWMELT 1R - EX WETLAND 0.95 1.80 3.46 0.06 2R - RILEY CREEK 5.05 9.59 18.53 0.44 EX2 - WEST PROP. 1.45 2.75 5.28 0.10 EX3 - W 78TH ST. 1.09 2.04 3.86 0.07 TOTAL (REACH) 7.59 14.38 27.67 0.61 2-YR [2.87"] 10-YR [4.26"] 100-YR [7.36"] SNOWMELT 1R - EX WETLAND 0.65 1.22 2.32 0.04 2R - RILEY CREEK 2.88 5.40 14.26 0.31 PR2 - WEST PROP. 0.52 0.99 1.89 0.03 PR3 - W 78TH ST. 0.47 0.78 1.37 0.03 TOTAL (REACH) 3.87 7.17 17.52 0.37 Overall Stormwater Rate Summary 2-Year Event 7.59 3.87 10-Year Event 14.38 7.17 100-Year Event 27.67 17.52 SNOWMELT 0.61 0.37 Stormwater Rate Summary - To Existing Wetland 2-Year Event 0.95 0.65 10-Year Event 1.80 1.22 100-Year Event 3.46 2.32 SNOWMELT 0.06 0.04 Stormwater Rate Summary - To Riley Creek 2-Year Event 5.05 2.88 10-Year Event 9.59 5.40 100-Year Event 18.53 14.26 SNOWMELT 0.44 0.31 Stormwater Rate Summary - To Western Adjacent Property 2-Year Event 1.45 0.52 10-Year Event 2.75 0.99 100-Year Event 5.28 1.89 SNOWMELT 0.10 0.03 Drainage Area Stormwater Rate Summary Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Proposed Conditions Rate (cfs) Site Area Summary Proposed Conditions Rate (cfs) Eden Springs - Chanhassen Pervious Area Total Area Existing Conditions Proposed Conditions Drainage Area Impervious Area Total AreaImpervious AreaDrainage Area Pervious Area Existing Rate (cfs) Drainage Area Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) 76 Stormwater Rate Summary - To West 78th Street 2-Year Event 1.09 0.47 10-Year Event 2.04 0.78 100-Year Event 3.86 1.37 SNOWMELT 0.07 0.03 Stormwater Water Quality and Volume Summary New Impv. Area (sf) Required Volume (cf) Required Volume (cf) 1.1" * New Imp. 0.55" * New Imp. PR1A 303 28 14 PR1B 469 43 21 PR1C 54737 5018 2509 PR1D 0 0 0 PR2 0 0 0 PR3 2656 243 122 TOTAL 58165 5332 2666 Inf. Area (sf) Assoc. Inf. Height (ft) Drawdown Time (h) Filtration Basin 1 4993 3903 1.28 19.19 TOTAL 4993 REUSE/IRRIGATION SYSTEM 2599 BIOFILTER 208 TOTAL 2807 Pollutant Removal Calculations Pollutant Proposed Loading Removed by BMPs Removal Efficiency TSS (lb/yr) 615.2 551.30 90% TP (lb/yr) 3.3864 2.018 60% Pollutant Existing Outflow Proposed Outflow Net Reduction TSS (lb/yr) 175.56 63.90 111.66 TP (lb/yr) 1.4867 1.37 0.12 Wetland Bounce & Innundation Calculations Medium Value Wetland 2-yr Flow Depth (in) 10-yr Flow Depth (in) 100-yr Flow Depth (in) Existing Conditions 1.41 2.61 5.53 Proposed Conditions 1.41 2.58 5.44 Difference 0.00 -0.03 -0.09 Permissible Limit N/A EXIST. PLUS/MINUS 1' N/A Proposed BMP Area Provided Vol (cf) Required Infiltration Vol. Summary Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Drainage Area Proposed BMP Area Provided Abstraction Volume (cf) Drawdown Time Calculations (0.8"/Hour) 77 12" RCP 12" RCPW 78th St(A Public R/W)Centerline of CreekEX1AEX IMPV = 0 SFEX PERV = 16,477 SFTOTAL = 16,477 SFEX1BEX IMPV = 0 SFEX PERV = 99,974 SFTOTAL = 99,974 SFEX2EX IMPV = 0 SFEX PERV = 25,195 SFTOTAL = 25,195 SFEX3EX IMPV = 1,058 SFEX PERV = 16,142 SFTOTAL = 17,200 SFProject Number:Issue Date:Revision Number:Revision Date:612-615-0060www.CivilSiteGroup.comEDEN SPRINGS251025/15/20251620 ARBORETUM BLVD, CHANHASSEN, MN 55317EXISTING DRAINAGE MAPDA 1..01" = 50'-0"50'-0"25'-0"N1R2R78 12" RCP 12" RCPW 78th St(A Public R/W)Centerline of Creek99'-10 1/2"100'-0"WETLANDNO PARKING NO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKING99'-10 1/2"100'-0"PR1APR IMPV = 303 SFPR PERV = 10,736 SFTOTAL = 11,039 SFPR1BPR IMPV = 469 SFPR PERV = 52,449 SFTOTAL = 52,918 SFPR1CPR IMPV = 54,737 SFPR PERV = 11,583 SFTOTAL = 66,320 SFPR3PR IMPV = 2,656 SFPR PERV = 3,542 SFTOTAL = 6,198 SFPR1DPR IMPV = 0 SFPR PERV = 13,349 SFTOTAL = 13,349 SFPR2PR IMPV = 0 SFPR PERV = 9,022 SFTOTAL = 9,022 SFProject Number:Issue Date:Revision Number:Revision Date:612-615-0060www.CivilSiteGroup.comEDEN SPRINGS251025/15/20251620 ARBORETUM BLVD, CHANHASSEN, MN 55317PROPOSED DRAINAGE MAPDA 2..01" = 50'-0"50'-0"25'-0"N1P1R2R2P79 EXISTING CONDITIONS EX1A TO WETLAND EX1B TO CREEK EX2 TO WESTERN PROPERTY EX3 TO W 78TH ST 1R EX WETLAND 2R RILEY CREEK Routing Diagram for 25102 EXISTING Prepared by Civil Site Group, Printed 5/14/2025 HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link 80 25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group Page 2HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode 1 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24h r 2 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24h r 3 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100 y 24h r 4 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr 81 25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group Page 3HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.973 84 50-75% Grass cover, Fair, HSG D (EX2, EX3) 2.673 84 PERVIOUS (EX1A, EX1B) 0.024 98 Paved parking, HSG D (EX3) 3.671 84 TOTAL AREA 82 25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group Page 4HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.998 HSG D EX2, EX3 2.673 Other EX1A, EX1B 3.671 TOTAL AREA 83 25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group Page 5HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.973 0.000 0.973 50-75% Grass cover, Fair EX2, EX3 0.000 0.000 0.000 0.000 2.673 2.673 PERVIOUS EX1A, EX1B 0.000 0.000 0.000 0.024 0.000 0.024 Paved parking EX3 0.000 0.000 0.000 0.998 2.673 3.671 TOTAL AREA 84 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 6HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,477 sf 0.00% Impervious Runoff Depth=1.41"Subcatchment EX1A: TO WETLAND Tc=6.0 min CN=84 Runoff=0.95 cfs 0.044 af Runoff Area=99,974 sf 0.00% Impervious Runoff Depth=1.41"Subcatchment EX1B: TO CREEK Flow Length=326' Tc=11.7 min CN=WQ Runoff=4.41 cfs 0.270 af Runoff Area=25,195 sf 0.00% Impervious Runoff Depth=1.41"Subcatchment EX2: TO WESTERN Tc=6.0 min CN=84 Runoff=1.45 cfs 0.068 af Runoff Area=18,258 sf 5.79% Impervious Runoff Depth=1.48"Subcatchment EX3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=1.09 cfs 0.052 af Inflow=0.95 cfs 0.044 afReach 1R: EX WETLAND Outflow=0.95 cfs 0.044 af Inflow=5.05 cfs 0.314 afReach 2R: RILEY CREEK Outflow=5.05 cfs 0.314 af Total Runoff Area = 3.671 ac Runoff Volume = 0.434 af Average Runoff Depth = 1.42" 99.34% Pervious = 3.647 ac 0.66% Impervious = 0.024 ac 85 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 7HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: TO WETLAND Runoff = 0.95 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 1.41" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description * 16,477 84 PERVIOUS 16,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=16,477 sf Runoff Volume=0.044 af Runoff Depth=1.41" Tc=6.0 min CN=84 0.95 cfs 86 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 8HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.15 0.03 20.00 2.76 1.32 0.01 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 87 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 9HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: TO CREEK Runoff = 4.41 cfs @ 12.16 hrs, Volume= 0.270 af, Depth= 1.41" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description * 0 98 * 99,974 84 PERVIOUS 99,974 Weighted Average 99,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0690 0.18 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.6 226 0.0440 1.47 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 11.7 326 Total Subcatchment EX1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=99,974 sf Runoff Volume=0.270 af Runoff Depth=1.41" Flow Length=326' Tc=11.7 min CN=WQ 4.41 cfs 88 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 10HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.01 15.00 2.54 1.15 0.19 20.00 2.76 1.32 0.05 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 89 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 11HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: TO WESTERN PROPERTY Runoff = 1.45 cfs @ 12.09 hrs, Volume= 0.068 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 25,195 84 50-75% Grass cover, Fair, HSG D 25,195 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=25,195 sf Runoff Volume=0.068 af Runoff Depth=1.41" Tc=6.0 min CN=84 1.45 cfs 90 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 12HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.15 0.05 20.00 2.76 1.32 0.01 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 91 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 13HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: TO W 78TH ST Runoff = 1.09 cfs @ 12.09 hrs, Volume= 0.052 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 1,058 98 Paved parking, HSG D 17,200 84 50-75% Grass cover, Fair, HSG D 18,258 Weighted Average 17,200 94.21% Pervious Area 1,058 5.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=18,258 sf Runoff Volume=0.052 af Runoff Depth=1.48" Tc=6.0 min CN=WQ 1.09 cfs 92 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 14HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.21 0.04 20.00 2.76 1.39 0.01 25.00 2.87 1.48 0.00 30.00 2.87 1.48 0.00 35.00 2.87 1.48 0.00 40.00 2.87 1.48 0.00 45.00 2.87 1.48 0.00 50.00 2.87 1.48 0.00 55.00 2.87 1.48 0.00 60.00 2.87 1.48 0.00 65.00 2.87 1.48 0.00 70.00 2.87 1.48 0.00 75.00 2.87 1.48 0.00 80.00 2.87 1.48 0.00 85.00 2.87 1.48 0.00 90.00 2.87 1.48 0.00 95.00 2.87 1.48 0.00 100.00 2.87 1.48 0.00 105.00 2.87 1.48 0.00 110.00 2.87 1.48 0.00 115.00 2.87 1.48 0.00 120.00 2.87 1.48 0.00 125.00 2.87 1.48 0.00 130.00 2.87 1.48 0.00 135.00 2.87 1.48 0.00 140.00 2.87 1.48 0.00 145.00 2.87 1.48 0.00 150.00 2.87 1.48 0.00 155.00 2.87 1.48 0.00 160.00 2.87 1.48 0.00 165.00 2.87 1.48 0.00 170.00 2.87 1.48 0.00 175.00 2.87 1.48 0.00 180.00 2.87 1.48 0.00 185.00 2.87 1.48 0.00 190.00 2.87 1.48 0.00 195.00 2.87 1.48 0.00 200.00 2.87 1.48 0.00 205.00 2.87 1.48 0.00 210.00 2.87 1.48 0.00 215.00 2.87 1.48 0.00 220.00 2.87 1.48 0.00 225.00 2.87 1.48 0.00 230.00 2.87 1.48 0.00 235.00 2.87 1.48 0.00 240.00 2.87 1.48 0.00 93 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 15HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.378 ac, 0.00% Impervious, Inflow Depth = 1.41" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 0.95 cfs @ 12.09 hrs, Volume= 0.044 af Outflow = 0.95 cfs @ 12.09 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.378 ac 0.95 cfs 0.95 cfs 94 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 16HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.03 0.03 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 95 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 17HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 0.00% Impervious, Inflow Depth = 1.41" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 5.05 cfs @ 12.15 hrs, Volume= 0.314 af Outflow = 5.05 cfs @ 12.15 hrs, Volume= 0.314 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=2.673 ac 5.05 cfs 5.05 cfs 96 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 18HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.01 0.01 15.00 0.22 0.22 20.00 0.06 0.06 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 97 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 19HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,477 sf 0.00% Impervious Runoff Depth=2.61"Subcatchment EX1A: TO WETLAND Tc=6.0 min CN=84 Runoff=1.80 cfs 0.082 af Runoff Area=99,974 sf 0.00% Impervious Runoff Depth=2.61"Subcatchment EX1B: TO CREEK Flow Length=326' Tc=11.7 min CN=WQ Runoff=8.38 cfs 0.499 af Runoff Area=25,195 sf 0.00% Impervious Runoff Depth=2.61"Subcatchment EX2: TO WESTERN Tc=6.0 min CN=84 Runoff=2.75 cfs 0.126 af Runoff Area=18,258 sf 5.79% Impervious Runoff Depth=2.69"Subcatchment EX3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=2.04 cfs 0.094 af Inflow=1.80 cfs 0.082 afReach 1R: EX WETLAND Outflow=1.80 cfs 0.082 af Inflow=9.59 cfs 0.582 afReach 2R: RILEY CREEK Outflow=9.59 cfs 0.582 af Total Runoff Area = 3.671 ac Runoff Volume = 0.801 af Average Runoff Depth = 2.62" 99.34% Pervious = 3.647 ac 0.66% Impervious = 0.024 ac 98 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 20HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: TO WETLAND Runoff = 1.80 cfs @ 12.09 hrs, Volume= 0.082 af, Depth= 2.61" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description * 16,477 84 PERVIOUS 16,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=16,477 sf Runoff Volume=0.082 af Runoff Depth=2.61" Tc=6.0 min CN=84 1.80 cfs 99 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 21HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.01 15.00 3.89 2.27 0.06 20.00 4.17 2.52 0.01 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 100 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 22HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: TO CREEK Runoff = 8.38 cfs @ 12.16 hrs, Volume= 0.499 af, Depth= 2.61" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description * 0 98 * 99,974 84 PERVIOUS 99,974 Weighted Average 99,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0690 0.18 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.6 226 0.0440 1.47 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 11.7 326 Total Subcatchment EX1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=99,974 sf Runoff Volume=0.499 af Runoff Depth=2.61" Flow Length=326' Tc=11.7 min CN=WQ 8.38 cfs 101 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 23HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.05 15.00 3.89 2.27 0.34 20.00 4.17 2.52 0.05 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 102 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 24HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: TO WESTERN PROPERTY Runoff = 2.75 cfs @ 12.09 hrs, Volume= 0.126 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 25,195 84 50-75% Grass cover, Fair, HSG D 25,195 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=25,195 sf Runoff Volume=0.126 af Runoff Depth=2.61" Tc=6.0 min CN=84 2.75 cfs 103 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 25HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.01 15.00 3.89 2.27 0.09 20.00 4.17 2.52 0.01 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 104 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 26HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: TO W 78TH ST Runoff = 2.04 cfs @ 12.09 hrs, Volume= 0.094 af, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 1,058 98 Paved parking, HSG D 17,200 84 50-75% Grass cover, Fair, HSG D 18,258 Weighted Average 17,200 94.21% Pervious Area 1,058 5.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=18,258 sf Runoff Volume=0.094 af Runoff Depth=2.69" Tc=6.0 min CN=WQ 2.04 cfs 105 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 27HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.02 0.01 15.00 3.89 2.36 0.06 20.00 4.17 2.61 0.01 25.00 4.27 2.70 0.00 30.00 4.27 2.70 0.00 35.00 4.27 2.70 0.00 40.00 4.27 2.70 0.00 45.00 4.27 2.70 0.00 50.00 4.27 2.70 0.00 55.00 4.27 2.70 0.00 60.00 4.27 2.70 0.00 65.00 4.27 2.70 0.00 70.00 4.27 2.70 0.00 75.00 4.27 2.70 0.00 80.00 4.27 2.70 0.00 85.00 4.27 2.70 0.00 90.00 4.27 2.70 0.00 95.00 4.27 2.70 0.00 100.00 4.27 2.70 0.00 105.00 4.27 2.70 0.00 110.00 4.27 2.70 0.00 115.00 4.27 2.70 0.00 120.00 4.27 2.70 0.00 125.00 4.27 2.70 0.00 130.00 4.27 2.70 0.00 135.00 4.27 2.70 0.00 140.00 4.27 2.70 0.00 145.00 4.27 2.70 0.00 150.00 4.27 2.70 0.00 155.00 4.27 2.70 0.00 160.00 4.27 2.70 0.00 165.00 4.27 2.70 0.00 170.00 4.27 2.70 0.00 175.00 4.27 2.70 0.00 180.00 4.27 2.70 0.00 185.00 4.27 2.70 0.00 190.00 4.27 2.70 0.00 195.00 4.27 2.70 0.00 200.00 4.27 2.70 0.00 205.00 4.27 2.70 0.00 210.00 4.27 2.70 0.00 215.00 4.27 2.70 0.00 220.00 4.27 2.70 0.00 225.00 4.27 2.70 0.00 230.00 4.27 2.70 0.00 235.00 4.27 2.70 0.00 240.00 4.27 2.70 0.00 106 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 28HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.378 ac, 0.00% Impervious, Inflow Depth = 2.61" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 1.80 cfs @ 12.09 hrs, Volume= 0.082 af Outflow = 1.80 cfs @ 12.09 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.378 ac 1.80 cfs 1.80 cfs 107 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 29HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.01 0.01 15.00 0.06 0.06 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 108 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 30HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 0.00% Impervious, Inflow Depth = 2.61" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 9.59 cfs @ 12.15 hrs, Volume= 0.582 af Outflow = 9.59 cfs @ 12.15 hrs, Volume= 0.582 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.673 ac 9.59 cfs 9.59 cfs 109 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 31HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.06 0.06 15.00 0.40 0.40 20.00 0.06 0.06 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 110 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 32HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,477 sf 0.00% Impervious Runoff Depth=5.53"Subcatchment EX1A: TO WETLAND Tc=6.0 min CN=84 Runoff=3.46 cfs 0.174 af Runoff Area=99,974 sf 0.00% Impervious Runoff Depth=5.53"Subcatchment EX1B: TO CREEK Flow Length=326' Tc=11.7 min CN=WQ Runoff=16.19 cfs 1.058 af Runoff Area=25,195 sf 0.00% Impervious Runoff Depth=5.53"Subcatchment EX2: TO WESTERN Tc=6.0 min CN=84 Runoff=5.28 cfs 0.267 af Runoff Area=18,258 sf 5.79% Impervious Runoff Depth=5.63"Subcatchment EX3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=3.86 cfs 0.196 af Inflow=3.46 cfs 0.174 afReach 1R: EX WETLAND Outflow=3.46 cfs 0.174 af Inflow=18.53 cfs 1.232 afReach 2R: RILEY CREEK Outflow=18.53 cfs 1.232 af Total Runoff Area = 3.671 ac Runoff Volume = 1.695 af Average Runoff Depth = 5.54" 99.34% Pervious = 3.647 ac 0.66% Impervious = 0.024 ac 111 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 33HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: TO WETLAND Runoff = 3.46 cfs @ 12.08 hrs, Volume= 0.174 af, Depth= 5.53" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description * 16,477 84 PERVIOUS 16,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=16,477 sf Runoff Volume=0.174 af Runoff Depth=5.53" Tc=6.0 min CN=84 3.46 cfs 112 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 34HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.04 15.00 6.96 5.11 0.12 20.00 7.29 5.41 0.01 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 113 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 35HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: TO CREEK Runoff = 16.19 cfs @ 12.15 hrs, Volume= 1.058 af, Depth= 5.53" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description * 0 98 * 99,974 84 PERVIOUS 99,974 Weighted Average 99,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0690 0.18 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.6 226 0.0440 1.47 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 11.7 326 Total Subcatchment EX1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=99,974 sf Runoff Volume=1.058 af Runoff Depth=5.53" Flow Length=326' Tc=11.7 min CN=WQ 16.19 cfs 114 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 36HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.22 15.00 6.96 5.11 0.75 20.00 7.29 5.41 0.07 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 115 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 37HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: TO WESTERN PROPERTY Runoff = 5.28 cfs @ 12.08 hrs, Volume= 0.267 af, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 25,195 84 50-75% Grass cover, Fair, HSG D 25,195 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=25,195 sf Runoff Volume=0.267 af Runoff Depth=5.53" Tc=6.0 min CN=84 5.28 cfs 116 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 38HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.06 15.00 6.96 5.11 0.19 20.00 7.29 5.41 0.02 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 117 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 39HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: TO W 78TH ST Runoff = 3.86 cfs @ 12.08 hrs, Volume= 0.196 af, Depth= 5.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 1,058 98 Paved parking, HSG D 17,200 84 50-75% Grass cover, Fair, HSG D 18,258 Weighted Average 17,200 94.21% Pervious Area 1,058 5.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=18,258 sf Runoff Volume=0.196 af Runoff Depth=5.63" Tc=6.0 min CN=WQ 3.86 cfs 118 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 40HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.09 0.05 15.00 6.96 5.22 0.14 20.00 7.29 5.53 0.01 25.00 7.41 5.65 0.00 30.00 7.41 5.65 0.00 35.00 7.41 5.65 0.00 40.00 7.41 5.65 0.00 45.00 7.41 5.65 0.00 50.00 7.41 5.65 0.00 55.00 7.41 5.65 0.00 60.00 7.41 5.65 0.00 65.00 7.41 5.65 0.00 70.00 7.41 5.65 0.00 75.00 7.41 5.65 0.00 80.00 7.41 5.65 0.00 85.00 7.41 5.65 0.00 90.00 7.41 5.65 0.00 95.00 7.41 5.65 0.00 100.00 7.41 5.65 0.00 105.00 7.41 5.65 0.00 110.00 7.41 5.65 0.00 115.00 7.41 5.65 0.00 120.00 7.41 5.65 0.00 125.00 7.41 5.65 0.00 130.00 7.41 5.65 0.00 135.00 7.41 5.65 0.00 140.00 7.41 5.65 0.00 145.00 7.41 5.65 0.00 150.00 7.41 5.65 0.00 155.00 7.41 5.65 0.00 160.00 7.41 5.65 0.00 165.00 7.41 5.65 0.00 170.00 7.41 5.65 0.00 175.00 7.41 5.65 0.00 180.00 7.41 5.65 0.00 185.00 7.41 5.65 0.00 190.00 7.41 5.65 0.00 195.00 7.41 5.65 0.00 200.00 7.41 5.65 0.00 205.00 7.41 5.65 0.00 210.00 7.41 5.65 0.00 215.00 7.41 5.65 0.00 220.00 7.41 5.65 0.00 225.00 7.41 5.65 0.00 230.00 7.41 5.65 0.00 235.00 7.41 5.65 0.00 240.00 7.41 5.65 0.00 119 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 41HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.378 ac, 0.00% Impervious, Inflow Depth = 5.53" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 3.46 cfs @ 12.08 hrs, Volume= 0.174 af Outflow = 3.46 cfs @ 12.08 hrs, Volume= 0.174 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=0.378 ac 3.46 cfs 3.46 cfs 120 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 42HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.04 0.04 15.00 0.12 0.12 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 121 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 43HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 0.00% Impervious, Inflow Depth = 5.53" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 18.53 cfs @ 12.14 hrs, Volume= 1.232 af Outflow = 18.53 cfs @ 12.14 hrs, Volume= 1.232 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.673 ac 18.53 cfs 18.53 cfs 122 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 44HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.26 0.26 15.00 0.87 0.87 20.00 0.08 0.08 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 123 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 45HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,477 sf 0.00% Impervious Runoff Depth>5.33"Subcatchment EX1A: TO WETLAND Tc=6.0 min CN=84 Runoff=0.06 cfs 0.168 af Runoff Area=99,974 sf 0.00% Impervious Runoff Depth>5.33"Subcatchment EX1B: TO CREEK Flow Length=326' Tc=11.7 min CN=WQ Runoff=0.38 cfs 1.019 af Runoff Area=25,195 sf 0.00% Impervious Runoff Depth>5.33"Subcatchment EX2: TO WESTERN Tc=6.0 min CN=84 Runoff=0.10 cfs 0.257 af Runoff Area=18,258 sf 5.79% Impervious Runoff Depth>5.42"Subcatchment EX3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=0.07 cfs 0.189 af Inflow=0.06 cfs 0.168 afReach 1R: EX WETLAND Outflow=0.06 cfs 0.168 af Inflow=0.44 cfs 1.187 afReach 2R: RILEY CREEK Outflow=0.44 cfs 1.187 af Total Runoff Area = 3.671 ac Runoff Volume = 1.633 af Average Runoff Depth = 5.34" 99.34% Pervious = 3.647 ac 0.66% Impervious = 0.024 ac 124 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 46HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: TO WETLAND Runoff = 0.06 cfs @ 121.26 hrs, Volume= 0.168 af, Depth> 5.33" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description * 16,477 84 PERVIOUS 16,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=16,477 sf Runoff Volume=0.168 af Runoff Depth>5.33" Tc=6.0 min CN=84 0.06 cfs 125 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 47HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.06 0.00 50.00 0.86 0.10 0.00 55.00 0.97 0.14 0.00 60.00 1.08 0.19 0.00 65.00 1.19 0.24 0.00 70.00 1.31 0.31 0.01 75.00 1.44 0.38 0.01 80.00 1.57 0.46 0.01 85.00 1.71 0.54 0.01 90.00 1.86 0.65 0.01 95.00 2.03 0.76 0.01 100.00 2.20 0.89 0.01 105.00 2.40 1.04 0.01 110.00 2.65 1.23 0.02 115.00 2.94 1.46 0.02 120.00 3.53 1.96 0.06 125.00 4.27 2.61 0.03 130.00 4.62 2.93 0.02 135.00 4.87 3.15 0.02 140.00 5.06 3.33 0.01 145.00 5.23 3.48 0.01 150.00 5.39 3.63 0.01 155.00 5.53 3.76 0.01 160.00 5.67 3.89 0.01 165.00 5.80 4.01 0.01 170.00 5.92 4.12 0.01 175.00 6.03 4.23 0.01 180.00 6.14 4.33 0.01 185.00 6.25 4.43 0.01 190.00 6.36 4.53 0.01 195.00 6.46 4.63 0.01 200.00 6.55 4.72 0.01 205.00 6.65 4.81 0.01 210.00 6.74 4.89 0.01 215.00 6.82 4.97 0.01 220.00 6.91 5.05 0.01 225.00 6.98 5.13 0.01 230.00 7.06 5.20 0.01 235.00 7.13 5.27 0.01 240.00 7.20 5.33 0.00 126 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 48HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: TO CREEK Runoff = 0.38 cfs @ 121.33 hrs, Volume= 1.019 af, Depth> 5.33" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description * 0 98 * 99,974 84 PERVIOUS 99,974 Weighted Average 99,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0690 0.18 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.6 226 0.0440 1.47 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 11.7 326 Total Subcatchment EX1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=99,974 sf Runoff Volume=1.019 af Runoff Depth>5.33" Flow Length=326' Tc=11.7 min CN=WQ 0.38 cfs 127 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 49HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.01 40.00 0.66 0.04 0.01 45.00 0.76 0.06 0.01 50.00 0.86 0.10 0.02 55.00 0.97 0.14 0.02 60.00 1.08 0.19 0.02 65.00 1.19 0.24 0.03 70.00 1.31 0.31 0.03 75.00 1.44 0.38 0.03 80.00 1.57 0.46 0.04 85.00 1.71 0.54 0.04 90.00 1.86 0.65 0.05 95.00 2.03 0.76 0.06 100.00 2.20 0.89 0.06 105.00 2.40 1.04 0.08 110.00 2.65 1.23 0.09 115.00 2.94 1.46 0.13 120.00 3.53 1.96 0.34 125.00 4.27 2.61 0.20 130.00 4.62 2.93 0.12 135.00 4.87 3.15 0.09 140.00 5.06 3.33 0.08 145.00 5.23 3.48 0.07 150.00 5.39 3.63 0.06 155.00 5.53 3.76 0.06 160.00 5.67 3.89 0.06 165.00 5.80 4.01 0.05 170.00 5.92 4.12 0.05 175.00 6.03 4.23 0.05 180.00 6.14 4.33 0.05 185.00 6.25 4.43 0.05 190.00 6.36 4.53 0.05 195.00 6.46 4.63 0.04 200.00 6.55 4.72 0.04 205.00 6.65 4.81 0.04 210.00 6.74 4.89 0.04 215.00 6.82 4.97 0.04 220.00 6.91 5.05 0.04 225.00 6.98 5.13 0.03 230.00 7.06 5.20 0.03 235.00 7.13 5.27 0.03 240.00 7.20 5.33 0.03 128 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 50HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: TO WESTERN PROPERTY Runoff = 0.10 cfs @ 121.26 hrs, Volume= 0.257 af, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 25,195 84 50-75% Grass cover, Fair, HSG D 25,195 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=25,195 sf Runoff Volume=0.257 af Runoff Depth>5.33" Tc=6.0 min CN=84 0.10 cfs 129 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 51HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.06 0.00 50.00 0.86 0.10 0.00 55.00 0.97 0.14 0.01 60.00 1.08 0.19 0.01 65.00 1.19 0.24 0.01 70.00 1.31 0.31 0.01 75.00 1.44 0.38 0.01 80.00 1.57 0.46 0.01 85.00 1.71 0.54 0.01 90.00 1.86 0.65 0.01 95.00 2.03 0.76 0.01 100.00 2.20 0.89 0.02 105.00 2.40 1.04 0.02 110.00 2.65 1.23 0.02 115.00 2.94 1.46 0.03 120.00 3.53 1.96 0.09 125.00 4.27 2.61 0.05 130.00 4.62 2.93 0.03 135.00 4.87 3.15 0.02 140.00 5.06 3.33 0.02 145.00 5.23 3.48 0.02 150.00 5.39 3.63 0.02 155.00 5.53 3.76 0.02 160.00 5.67 3.89 0.01 165.00 5.80 4.01 0.01 170.00 5.92 4.12 0.01 175.00 6.03 4.23 0.01 180.00 6.14 4.33 0.01 185.00 6.25 4.43 0.01 190.00 6.36 4.53 0.01 195.00 6.46 4.63 0.01 200.00 6.55 4.72 0.01 205.00 6.65 4.81 0.01 210.00 6.74 4.89 0.01 215.00 6.82 4.97 0.01 220.00 6.91 5.05 0.01 225.00 6.98 5.13 0.01 230.00 7.06 5.20 0.01 235.00 7.13 5.27 0.01 240.00 7.20 5.33 0.01 130 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 52HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: TO W 78TH ST Runoff = 0.07 cfs @ 121.26 hrs, Volume= 0.189 af, Depth> 5.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 1,058 98 Paved parking, HSG D 17,200 84 50-75% Grass cover, Fair, HSG D 18,258 Weighted Average 17,200 94.21% Pervious Area 1,058 5.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=18,258 sf Runoff Volume=0.189 af Runoff Depth>5.42" Tc=6.0 min CN=WQ 0.07 cfs 131 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 53HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.01 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.08 0.00 50.00 0.86 0.11 0.00 55.00 0.97 0.16 0.00 60.00 1.08 0.21 0.00 65.00 1.19 0.27 0.01 70.00 1.31 0.34 0.01 75.00 1.44 0.41 0.01 80.00 1.57 0.50 0.01 85.00 1.71 0.59 0.01 90.00 1.86 0.69 0.01 95.00 2.03 0.81 0.01 100.00 2.20 0.94 0.01 105.00 2.40 1.10 0.01 110.00 2.65 1.30 0.02 115.00 2.94 1.53 0.02 120.00 3.53 2.04 0.06 125.00 4.27 2.70 0.04 130.00 4.62 3.02 0.02 135.00 4.87 3.25 0.02 140.00 5.06 3.43 0.01 145.00 5.23 3.58 0.01 150.00 5.39 3.73 0.01 155.00 5.53 3.86 0.01 160.00 5.67 3.99 0.01 165.00 5.80 4.11 0.01 170.00 5.92 4.23 0.01 175.00 6.03 4.34 0.01 180.00 6.14 4.44 0.01 185.00 6.25 4.54 0.01 190.00 6.36 4.64 0.01 195.00 6.46 4.74 0.01 200.00 6.55 4.83 0.01 205.00 6.65 4.92 0.01 210.00 6.74 5.00 0.01 215.00 6.82 5.08 0.01 220.00 6.91 5.16 0.01 225.00 6.98 5.24 0.01 230.00 7.06 5.31 0.01 235.00 7.13 5.38 0.01 240.00 7.20 5.44 0.00 132 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 54HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.378 ac, 0.00% Impervious, Inflow Depth > 5.33" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.06 cfs @ 121.26 hrs, Volume= 0.168 af Outflow = 0.06 cfs @ 121.26 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.378 ac 0.06 cfs 0.06 cfs 133 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 55HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.00 0.00 20.00 0.00 0.00 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.01 0.01 75.00 0.01 0.01 80.00 0.01 0.01 85.00 0.01 0.01 90.00 0.01 0.01 95.00 0.01 0.01 100.00 0.01 0.01 105.00 0.01 0.01 110.00 0.02 0.02 115.00 0.02 0.02 120.00 0.06 0.06 125.00 0.03 0.03 130.00 0.02 0.02 135.00 0.02 0.02 140.00 0.01 0.01 145.00 0.01 0.01 150.00 0.01 0.01 155.00 0.01 0.01 160.00 0.01 0.01 165.00 0.01 0.01 170.00 0.01 0.01 175.00 0.01 0.01 180.00 0.01 0.01 185.00 0.01 0.01 190.00 0.01 0.01 195.00 0.01 0.01 200.00 0.01 0.01 205.00 0.01 0.01 210.00 0.01 0.01 215.00 0.01 0.01 220.00 0.01 0.01 225.00 0.01 0.01 230.00 0.01 0.01 235.00 0.01 0.01 240.00 0.00 0.00 134 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 56HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 0.00% Impervious, Inflow Depth > 5.33" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.44 cfs @ 121.30 hrs, Volume= 1.187 af Outflow = 0.44 cfs @ 121.30 hrs, Volume= 1.187 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.673 ac 0.44 cfs 0.44 cfs 135 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 57HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.00 0.00 20.00 0.00 0.00 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.01 0.01 40.00 0.01 0.01 45.00 0.02 0.02 50.00 0.02 0.02 55.00 0.02 0.02 60.00 0.03 0.03 65.00 0.03 0.03 70.00 0.04 0.04 75.00 0.04 0.04 80.00 0.04 0.04 85.00 0.05 0.05 90.00 0.06 0.06 95.00 0.07 0.07 100.00 0.07 0.07 105.00 0.09 0.09 110.00 0.11 0.11 115.00 0.15 0.15 120.00 0.40 0.40 125.00 0.24 0.24 130.00 0.14 0.14 135.00 0.11 0.11 140.00 0.09 0.09 145.00 0.08 0.08 150.00 0.08 0.08 155.00 0.07 0.07 160.00 0.07 0.07 165.00 0.06 0.06 170.00 0.06 0.06 175.00 0.06 0.06 180.00 0.05 0.05 185.00 0.05 0.05 190.00 0.05 0.05 195.00 0.05 0.05 200.00 0.05 0.05 205.00 0.05 0.05 210.00 0.04 0.04 215.00 0.04 0.04 220.00 0.04 0.04 225.00 0.04 0.04 230.00 0.04 0.04 235.00 0.04 0.04 240.00 0.03 0.03 136 Table of Contents25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Event 6 Node Listing 7 Subcat EX1A: TO WETLAND 9 Subcat EX1B: TO CREEK 11 Subcat EX2: TO WESTERN PROPERTY 13 Subcat EX3: TO W 78TH ST 15 Reach 1R: EX WETLAND 17 Reach 2R: RILEY CREEK 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Event 19 Node Listing 20 Subcat EX1A: TO WETLAND 22 Subcat EX1B: TO CREEK 24 Subcat EX2: TO WESTERN PROPERTY 26 Subcat EX3: TO W 78TH ST 28 Reach 1R: EX WETLAND 30 Reach 2R: RILEY CREEK 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Event 32 Node Listing 33 Subcat EX1A: TO WETLAND 35 Subcat EX1B: TO CREEK 37 Subcat EX2: TO WESTERN PROPERTY 39 Subcat EX3: TO W 78TH ST 41 Reach 1R: EX WETLAND 43 Reach 2R: RILEY CREEK MN-RPBCWD_Snowmelt_10d_100_yr Event 45 Node Listing 46 Subcat EX1A: TO WETLAND 48 Subcat EX1B: TO CREEK 50 Subcat EX2: TO WESTERN PROPERTY 52 Subcat EX3: TO W 78TH ST 54 Reach 1R: EX WETLAND 56 Reach 2R: RILEY CREEK 137 PROPOSED CONDITIONS PR1A TO WETLAND PR1B TO CREEK PR1C SITE PR1D SITE PR2 TO WESTERN PROPERTY PR3 TO W 78TH ST 1R EX WETLAND 2R RILEY CREEK 1P WATER REUSE STORAGE 2P BIOFILTRATION BASIN 1 Routing Diagram for 25102 PROPOSED Prepared by Civil Site Group, Printed 5/14/2025 HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link 138 25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group Page 2HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode 1 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24h r 2 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24h r 3 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100 y 24h r 4 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr 139 25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group Page 3HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.207 84 50-75% Grass cover, Fair, HSG D (PR2) 1.624 80 >75% Grass cover, Good, HSG D (PR1C, PR1D, PR3) 1.451 84 PERVIOUS (PR1A, PR1B) 0.347 98 Paved parking, HSG D (PR1C, PR3) 0.011 98 Unconnected pavement, HSG D (PR1B) 0.007 98 Unconnected roofs, HSG D (PR1A) 3.647 84 TOTAL AREA 140 25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group Page 4HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.196 HSG D PR1A, PR1B, PR1C, PR1D, PR2, PR3 1.451 Other PR1A, PR1B 3.647 TOTAL AREA 141 25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group Page 5HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.207 0.000 0.207 50-75% Grass cover, Fair PR2 0.000 0.000 0.000 1.624 0.000 1.624 >75% Grass cover, Good PR1C, PR1D, PR3 0.000 0.000 0.000 0.000 1.451 1.451 PERVIOUS PR1A, PR1B 0.000 0.000 0.000 0.347 0.000 0.347 Paved parking PR1C, PR3 0.000 0.000 0.000 0.011 0.000 0.011 Unconnected pavement PR1B 0.000 0.000 0.000 0.007 0.000 0.007 Unconnected roofs PR1A 0.000 0.000 0.000 2.196 1.451 3.647 TOTAL AREA 142 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 6HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=11,039 sf 2.74% Impervious Runoff Depth=1.44"Subcatchment PR1A: TO WETLAND Tc=6.0 min CN=WQ Runoff=0.65 cfs 0.030 af Runoff Area=52,918 sf 0.89% Impervious Runoff Depth=1.42"Subcatchment PR1B: TO CREEK Flow Length=293' Tc=11.5 min CN=WQ Runoff=2.37 cfs 0.144 af Runoff Area=66,320 sf 17.47% Impervious Runoff Depth=1.41"Subcatchment PR1C: SITE Tc=6.0 min CN=WQ Runoff=3.66 cfs 0.179 af Runoff Area=13,349 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment PR1D: SITE Tc=6.0 min CN=80 Runoff=0.62 cfs 0.029 af Runoff Area=9,022 sf 0.00% Impervious Runoff Depth=1.41"Subcatchment PR2: TO WESTERN Tc=6.0 min CN=84 Runoff=0.52 cfs 0.024 af Runoff Area=6,198 sf 57.15% Impervious Runoff Depth=2.00"Subcatchment PR3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=0.47 cfs 0.024 af Inflow=0.65 cfs 0.030 afReach 1R: EX WETLAND Outflow=0.65 cfs 0.030 af Inflow=2.88 cfs 0.383 afReach 2R: RILEY CREEK Outflow=2.88 cfs 0.383 af Peak Elev=959.67' Storage=6,087 cf Inflow=3.66 cfs 0.179 afPond 1P: WATER REUSE STORAGE 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' Outflow=2.96 cfs 0.179 af Peak Elev=952.65' Storage=5,570 cf Inflow=3.49 cfs 0.209 afPond 2P: BIOFILTRATION BASIN 1 Primary=0.17 cfs 0.209 af Secondary=0.00 cfs 0.000 af Outflow=0.17 cfs 0.209 af Total Runoff Area = 3.647 ac Runoff Volume = 0.431 af Average Runoff Depth = 1.42" 89.99% Pervious = 3.282 ac 10.01% Impervious = 0.365 ac 143 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 7HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: TO WETLAND Runoff = 0.65 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 1.44" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description * 10,736 84 PERVIOUS 303 98 Unconnected roofs, HSG D 11,039 Weighted Average 10,736 97.26% Pervious Area 303 2.74% Impervious Area 303 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=11,039 sf Runoff Volume=0.030 af Runoff Depth=1.44" Tc=6.0 min CN=WQ 0.65 cfs 144 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 8HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.15 0.02 20.00 2.76 1.32 0.01 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 145 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 9HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: TO CREEK Runoff = 2.37 cfs @ 12.16 hrs, Volume= 0.144 af, Depth= 1.42" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 469 98 Unconnected pavement, HSG D * 52,449 84 PERVIOUS 52,918 Weighted Average 52,449 99.11% Pervious Area 469 0.89% Impervious Area 469 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 100 0.0710 0.19 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.5 193 0.0660 1.28 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 11.5 293 Total Subcatchment PR1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=52,918 sf Runoff Volume=0.144 af Runoff Depth=1.42" Flow Length=293' Tc=11.5 min CN=WQ 2.37 cfs 146 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 10HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.01 15.00 2.54 1.15 0.10 20.00 2.76 1.32 0.03 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 147 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 11HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: SITE Runoff = 3.66 cfs @ 12.09 hrs, Volume= 0.179 af, Depth= 1.41" Routed to Pond 1P : WATER REUSE STORAGE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 54,737 80 >75% Grass cover, Good, HSG D 11,583 98 Paved parking, HSG D 66,320 Weighted Average 54,737 82.53% Pervious Area 11,583 17.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1C: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=66,320 sf Runoff Volume=0.179 af Runoff Depth=1.41" Tc=6.0 min CN=WQ 3.66 cfs 148 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 12HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1C: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.03 15.00 2.54 1.09 0.12 20.00 2.76 1.25 0.03 25.00 2.87 1.34 0.00 30.00 2.87 1.34 0.00 35.00 2.87 1.34 0.00 40.00 2.87 1.34 0.00 45.00 2.87 1.34 0.00 50.00 2.87 1.34 0.00 55.00 2.87 1.34 0.00 60.00 2.87 1.34 0.00 65.00 2.87 1.34 0.00 70.00 2.87 1.34 0.00 75.00 2.87 1.34 0.00 80.00 2.87 1.34 0.00 85.00 2.87 1.34 0.00 90.00 2.87 1.34 0.00 95.00 2.87 1.34 0.00 100.00 2.87 1.34 0.00 105.00 2.87 1.34 0.00 110.00 2.87 1.34 0.00 115.00 2.87 1.34 0.00 120.00 2.87 1.34 0.00 125.00 2.87 1.34 0.00 130.00 2.87 1.34 0.00 135.00 2.87 1.34 0.00 140.00 2.87 1.34 0.00 145.00 2.87 1.34 0.00 150.00 2.87 1.34 0.00 155.00 2.87 1.34 0.00 160.00 2.87 1.34 0.00 165.00 2.87 1.34 0.00 170.00 2.87 1.34 0.00 175.00 2.87 1.34 0.00 180.00 2.87 1.34 0.00 185.00 2.87 1.34 0.00 190.00 2.87 1.34 0.00 195.00 2.87 1.34 0.00 200.00 2.87 1.34 0.00 205.00 2.87 1.34 0.00 210.00 2.87 1.34 0.00 215.00 2.87 1.34 0.00 220.00 2.87 1.34 0.00 225.00 2.87 1.34 0.00 230.00 2.87 1.34 0.00 235.00 2.87 1.34 0.00 240.00 2.87 1.34 0.00 149 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 13HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1D: SITE Runoff = 0.62 cfs @ 12.09 hrs, Volume= 0.029 af, Depth= 1.15" Routed to Pond 2P : BIOFILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 13,349 80 >75% Grass cover, Good, HSG D 13,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1D: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=13,349 sf Runoff Volume=0.029 af Runoff Depth=1.15" Tc=6.0 min CN=80 0.62 cfs 150 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 14HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1D: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 0.92 0.02 20.00 2.76 1.07 0.01 25.00 2.87 1.15 0.00 30.00 2.87 1.15 0.00 35.00 2.87 1.15 0.00 40.00 2.87 1.15 0.00 45.00 2.87 1.15 0.00 50.00 2.87 1.15 0.00 55.00 2.87 1.15 0.00 60.00 2.87 1.15 0.00 65.00 2.87 1.15 0.00 70.00 2.87 1.15 0.00 75.00 2.87 1.15 0.00 80.00 2.87 1.15 0.00 85.00 2.87 1.15 0.00 90.00 2.87 1.15 0.00 95.00 2.87 1.15 0.00 100.00 2.87 1.15 0.00 105.00 2.87 1.15 0.00 110.00 2.87 1.15 0.00 115.00 2.87 1.15 0.00 120.00 2.87 1.15 0.00 125.00 2.87 1.15 0.00 130.00 2.87 1.15 0.00 135.00 2.87 1.15 0.00 140.00 2.87 1.15 0.00 145.00 2.87 1.15 0.00 150.00 2.87 1.15 0.00 155.00 2.87 1.15 0.00 160.00 2.87 1.15 0.00 165.00 2.87 1.15 0.00 170.00 2.87 1.15 0.00 175.00 2.87 1.15 0.00 180.00 2.87 1.15 0.00 185.00 2.87 1.15 0.00 190.00 2.87 1.15 0.00 195.00 2.87 1.15 0.00 200.00 2.87 1.15 0.00 205.00 2.87 1.15 0.00 210.00 2.87 1.15 0.00 215.00 2.87 1.15 0.00 220.00 2.87 1.15 0.00 225.00 2.87 1.15 0.00 230.00 2.87 1.15 0.00 235.00 2.87 1.15 0.00 240.00 2.87 1.15 0.00 151 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 15HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: TO WESTERN PROPERTY Runoff = 0.52 cfs @ 12.09 hrs, Volume= 0.024 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 9,022 84 50-75% Grass cover, Fair, HSG D 9,022 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=9,022 sf Runoff Volume=0.024 af Runoff Depth=1.41" Tc=6.0 min CN=84 0.52 cfs 152 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 16HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.15 0.02 20.00 2.76 1.32 0.00 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 153 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 17HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: TO W 78TH ST Runoff = 0.47 cfs @ 12.08 hrs, Volume= 0.024 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 2,656 80 >75% Grass cover, Good, HSG D 3,542 98 Paved parking, HSG D 6,198 Weighted Average 2,656 42.85% Pervious Area 3,542 57.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=6,198 sf Runoff Volume=0.024 af Runoff Depth=2.00" Tc=6.0 min CN=WQ 0.47 cfs 154 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 18HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.03 0.01 15.00 2.54 1.57 0.01 20.00 2.76 1.76 0.00 25.00 2.87 1.87 0.00 30.00 2.87 1.87 0.00 35.00 2.87 1.87 0.00 40.00 2.87 1.87 0.00 45.00 2.87 1.87 0.00 50.00 2.87 1.87 0.00 55.00 2.87 1.87 0.00 60.00 2.87 1.87 0.00 65.00 2.87 1.87 0.00 70.00 2.87 1.87 0.00 75.00 2.87 1.87 0.00 80.00 2.87 1.87 0.00 85.00 2.87 1.87 0.00 90.00 2.87 1.87 0.00 95.00 2.87 1.87 0.00 100.00 2.87 1.87 0.00 105.00 2.87 1.87 0.00 110.00 2.87 1.87 0.00 115.00 2.87 1.87 0.00 120.00 2.87 1.87 0.00 125.00 2.87 1.87 0.00 130.00 2.87 1.87 0.00 135.00 2.87 1.87 0.00 140.00 2.87 1.87 0.00 145.00 2.87 1.87 0.00 150.00 2.87 1.87 0.00 155.00 2.87 1.87 0.00 160.00 2.87 1.87 0.00 165.00 2.87 1.87 0.00 170.00 2.87 1.87 0.00 175.00 2.87 1.87 0.00 180.00 2.87 1.87 0.00 185.00 2.87 1.87 0.00 190.00 2.87 1.87 0.00 195.00 2.87 1.87 0.00 200.00 2.87 1.87 0.00 205.00 2.87 1.87 0.00 210.00 2.87 1.87 0.00 215.00 2.87 1.87 0.00 220.00 2.87 1.87 0.00 225.00 2.87 1.87 0.00 230.00 2.87 1.87 0.00 235.00 2.87 1.87 0.00 240.00 2.87 1.87 0.00 155 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 19HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.253 ac, 2.74% Impervious, Inflow Depth = 1.44" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 0.65 cfs @ 12.09 hrs, Volume= 0.030 af Outflow = 0.65 cfs @ 12.09 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.253 ac 0.65 cfs 0.65 cfs 156 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 20HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.02 0.02 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 157 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 21HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.297 ac, 8.60% Impervious, Inflow Depth = 1.39" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 2.88 cfs @ 12.15 hrs, Volume= 0.383 af Outflow = 2.88 cfs @ 12.15 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=3.297 ac 2.88 cfs 2.88 cfs 158 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 22HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.02 0.02 15.00 0.28 0.28 20.00 0.11 0.11 25.00 0.07 0.07 30.00 0.07 0.07 35.00 0.06 0.06 40.00 0.06 0.06 45.00 0.02 0.02 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 159 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 23HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: WATER REUSE STORAGE Inflow Area = 1.522 ac, 17.47% Impervious, Inflow Depth = 1.41" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 3.66 cfs @ 12.09 hrs, Volume= 0.179 af Outflow = 2.96 cfs @ 12.13 hrs, Volume= 0.179 af, Atten= 19%, Lag= 2.7 min Primary = 2.96 cfs @ 12.13 hrs, Volume= 0.179 af Routed to Pond 2P : BIOFILTRATION BASIN 1 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Automatic Starting Elev= 958.95' Surf.Area= 2,354 sf Storage= 5,030 cf Peak Elev= 959.67' @ 12.13 hrs Surf.Area= 2,354 sf Storage= 6,087 cf (1,056 cf above start) Plug-Flow detention time= 333.1 min calculated for 0.064 af (36% of inflow) Center-of-Mass det. time= 24.6 min ( 831.8 - 807.2 ) Volume Invert Avail.Storage Storage Description #1A 954.80' 0 cf 32.25'W x 73.00'L x 6.50'H Field A 15,303 cf Overall - 7,139 cf Embedded = 8,163 cf x 0.0% Voids #2A 955.30' 7,139 cf CMP Round 66 x 12 Inside #1 Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 12 Chambers in 4 Rows 30.25' Header x 23.76 sf x 2 = 1,437.4 cf Inside 7,139 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 958.95'24.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.95' / 957.95' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.96 cfs @ 12.13 hrs HW=959.67' (Free Discharge) 1=Culvert (Inlet Controls 2.96 cfs @ 2.89 fps) 160 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 24HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE - Chamber Wizard Field A Chamber Model = CMP Round 66 (Round Corrugated Metal Pipe) Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 66.0" Wide + 33.0" Spacing = 99.0" C-C Row Spacing 3 Chambers/Row x 20.00' Long +5.50' Header x 2 = 71.00' Row Length +12.0" End Stone x 2 = 73.00' Base Length 4 Rows x 66.0" Wide + 33.0" Spacing x 3 + 12.0" Side Stone x 2 = 32.25' Base Width 6.0" Stone Base + 66.0" Chamber Height + 6.0" Stone Cover = 6.50' Field Height 12 Chambers x 475.2 cf + 30.25' Header x 23.76 sf x 2 = 7,139.4 cf Chamber Storage 15,302.6 cf Field - 7,139.4 cf Chambers = 8,163.3 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,139.4 cf = 0.164 af Overall Storage Efficiency = 46.7% Overall System Size = 73.00' x 32.25' x 6.50' 12 Chambers 566.8 cy Field 302.3 cy Stone 161 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 25HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=959.67' Storage=6,087 cf 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' 3.66 cfs 2.96 cfs Pond 1P: WATER REUSE STORAGE Primary Stage-Discharge Discharge (cfs) 1614121086420Elevation (feet)961 960 959 958 957 956 955 Culvert 162 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 26HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000Elevation (feet)961 960 959 958 957 956 955 Starting Elevation Field A CMP Round 66 163 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 27HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: WATER REUSE STORAGE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 5,030 958.95 0.00 5.00 0.00 5,054 958.97 0.00 10.00 0.03 5,115 959.00 0.02 15.00 0.12 5,246 959.09 0.12 20.00 0.03 5,142 959.02 0.03 25.00 0.00 5,085 958.98 0.01 30.00 0.00 5,044 958.96 0.00 35.00 0.00 5,037 958.95 0.00 40.00 0.00 5,034 958.95 0.00 45.00 0.00 5,032 958.95 0.00 50.00 0.00 5,031 958.95 0.00 55.00 0.00 5,031 958.95 0.00 60.00 0.00 5,030 958.95 0.00 65.00 0.00 5,030 958.95 0.00 70.00 0.00 5,030 958.95 0.00 75.00 0.00 5,030 958.95 0.00 80.00 0.00 5,030 958.95 0.00 85.00 0.00 5,030 958.95 0.00 90.00 0.00 5,030 958.95 0.00 95.00 0.00 5,030 958.95 0.00 100.00 0.00 5,030 958.95 0.00 105.00 0.00 5,030 958.95 0.00 110.00 0.00 5,030 958.95 0.00 115.00 0.00 5,030 958.95 0.00 120.00 0.00 5,030 958.95 0.00 125.00 0.00 5,030 958.95 0.00 130.00 0.00 5,030 958.95 0.00 135.00 0.00 5,030 958.95 0.00 140.00 0.00 5,030 958.95 0.00 145.00 0.00 5,030 958.95 0.00 150.00 0.00 5,030 958.95 0.00 155.00 0.00 5,030 958.95 0.00 160.00 0.00 5,030 958.95 0.00 165.00 0.00 5,030 958.95 0.00 170.00 0.00 5,030 958.95 0.00 175.00 0.00 5,030 958.95 0.00 180.00 0.00 5,030 958.95 0.00 185.00 0.00 5,030 958.95 0.00 190.00 0.00 5,030 958.95 0.00 195.00 0.00 5,030 958.95 0.00 200.00 0.00 5,030 958.95 0.00 205.00 0.00 5,030 958.95 0.00 210.00 0.00 5,030 958.95 0.00 215.00 0.00 5,030 958.95 0.00 220.00 0.00 5,030 958.95 0.00 225.00 0.00 5,030 958.95 0.00 230.00 0.00 5,030 958.95 0.00 235.00 0.00 5,030 958.95 0.00 240.00 0.00 5,030 958.95 0.00 164 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 28HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: BIOFILTRATION BASIN 1 Inflow Area = 1.829 ac, 14.54% Impervious, Inflow Depth = 1.37" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 3.49 cfs @ 12.13 hrs, Volume= 0.209 af Outflow = 0.17 cfs @ 13.86 hrs, Volume= 0.209 af, Atten= 95%, Lag= 104.1 min Primary = 0.17 cfs @ 13.86 hrs, Volume= 0.209 af Routed to Reach 2R : RILEY CREEK Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 952.65' @ 13.86 hrs Surf.Area= 4,018 sf Storage= 5,570 cf Plug-Flow detention time= 702.3 min calculated for 0.209 af (100% of inflow) Center-of-Mass det. time= 702.3 min ( 1,534.0 - 831.8 ) Volume Invert Avail.Storage Storage Description #1 951.00' 31,458 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 2,774 0 0 952.00 3,507 3,141 3,141 953.00 4,299 3,903 7,044 954.00 5,149 4,724 11,768 955.00 6,060 5,605 17,372 956.00 7,028 6,544 23,916 957.00 8,056 7,542 31,458 Device Routing Invert Outlet Devices #1 Primary 949.00'12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 949.00' / 947.96' S= 0.0116 '/' Cc= 0.900 n= 0.015 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 949.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 951.00'0.800 in/hr Exfiltration over Surface area #4 Device 1 952.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 955.25'10.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.17 cfs @ 13.86 hrs HW=952.65' (Free Discharge) 1=Culvert (Passes 0.17 cfs of 5.27 cfs potential flow) 2=Orifice/Grate (Passes 0.07 cfs of 1.74 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.07 cfs) 4=Orifice/Grate (Orifice Controls 0.09 cfs @ 1.30 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 165 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 29HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=1.829 ac Peak Elev=952.65' Storage=5,570 cf 3.49 cfs 0.17 cfs 0.17 cfs 0.00 cfs Pond 2P: BIOFILTRATION BASIN 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 65605550454035302520151050Elevation (feet)957 956 955 954 953 952 951 Exfiltration Orifice/Grate Broad-Crested Rectangular Weir 166 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 30HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 8,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)957 956 955 954 953 952 951 Custom Stage Data 167 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 31HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: BIOFILTRATION BASIN 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 951.00 0.00 0.00 0.00 5.00 0.00 3 951.00 0.00 0.00 0.00 10.00 0.02 48 951.02 0.01 0.01 0.00 15.00 0.15 5,520 952.63 0.15 0.15 0.00 20.00 0.04 4,965 952.49 0.07 0.07 0.00 25.00 0.01 4,329 952.33 0.07 0.07 0.00 30.00 0.00 3,156 952.00 0.07 0.07 0.00 35.00 0.00 2,033 951.67 0.06 0.06 0.00 40.00 0.00 988 951.34 0.06 0.06 0.00 45.00 0.00 70 951.03 0.02 0.02 0.00 50.00 0.00 0 951.00 0.00 0.00 0.00 55.00 0.00 0 951.00 0.00 0.00 0.00 60.00 0.00 0 951.00 0.00 0.00 0.00 65.00 0.00 0 951.00 0.00 0.00 0.00 70.00 0.00 0 951.00 0.00 0.00 0.00 75.00 0.00 0 951.00 0.00 0.00 0.00 80.00 0.00 0 951.00 0.00 0.00 0.00 85.00 0.00 0 951.00 0.00 0.00 0.00 90.00 0.00 0 951.00 0.00 0.00 0.00 95.00 0.00 0 951.00 0.00 0.00 0.00 100.00 0.00 0 951.00 0.00 0.00 0.00 105.00 0.00 0 951.00 0.00 0.00 0.00 110.00 0.00 0 951.00 0.00 0.00 0.00 115.00 0.00 0 951.00 0.00 0.00 0.00 120.00 0.00 0 951.00 0.00 0.00 0.00 125.00 0.00 0 951.00 0.00 0.00 0.00 130.00 0.00 0 951.00 0.00 0.00 0.00 135.00 0.00 0 951.00 0.00 0.00 0.00 140.00 0.00 0 951.00 0.00 0.00 0.00 145.00 0.00 0 951.00 0.00 0.00 0.00 150.00 0.00 0 951.00 0.00 0.00 0.00 155.00 0.00 0 951.00 0.00 0.00 0.00 160.00 0.00 0 951.00 0.00 0.00 0.00 165.00 0.00 0 951.00 0.00 0.00 0.00 170.00 0.00 0 951.00 0.00 0.00 0.00 175.00 0.00 0 951.00 0.00 0.00 0.00 180.00 0.00 0 951.00 0.00 0.00 0.00 185.00 0.00 0 951.00 0.00 0.00 0.00 190.00 0.00 0 951.00 0.00 0.00 0.00 195.00 0.00 0 951.00 0.00 0.00 0.00 200.00 0.00 0 951.00 0.00 0.00 0.00 205.00 0.00 0 951.00 0.00 0.00 0.00 210.00 0.00 0 951.00 0.00 0.00 0.00 215.00 0.00 0 951.00 0.00 0.00 0.00 220.00 0.00 0 951.00 0.00 0.00 0.00 225.00 0.00 0 951.00 0.00 0.00 0.00 230.00 0.00 0 951.00 0.00 0.00 0.00 235.00 0.00 0 951.00 0.00 0.00 0.00 240.00 0.00 0 951.00 0.00 0.00 0.00 168 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 32HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=11,039 sf 2.74% Impervious Runoff Depth=2.65"Subcatchment PR1A: TO WETLAND Tc=6.0 min CN=WQ Runoff=1.22 cfs 0.056 af Runoff Area=52,918 sf 0.89% Impervious Runoff Depth=2.62"Subcatchment PR1B: TO CREEK Flow Length=293' Tc=11.5 min CN=WQ Runoff=4.49 cfs 0.266 af Runoff Area=66,320 sf 17.47% Impervious Runoff Depth=2.58"Subcatchment PR1C: SITE Tc=6.0 min CN=WQ Runoff=6.93 cfs 0.327 af Runoff Area=13,349 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment PR1D: SITE Tc=6.0 min CN=80 Runoff=1.27 cfs 0.058 af Runoff Area=9,022 sf 0.00% Impervious Runoff Depth=2.61"Subcatchment PR2: TO WESTERN Tc=6.0 min CN=84 Runoff=0.99 cfs 0.045 af Runoff Area=6,198 sf 57.15% Impervious Runoff Depth=3.28"Subcatchment PR3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=0.78 cfs 0.039 af Inflow=1.22 cfs 0.056 afReach 1R: EX WETLAND Outflow=1.22 cfs 0.056 af Inflow=5.40 cfs 0.706 afReach 2R: RILEY CREEK Outflow=5.40 cfs 0.706 af Peak Elev=960.03' Storage=6,536 cf Inflow=6.93 cfs 0.327 afPond 1P: WATER REUSE STORAGE 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' Outflow=6.16 cfs 0.327 af Peak Elev=953.16' Storage=7,739 cf Inflow=7.31 cfs 0.385 afPond 2P: BIOFILTRATION BASIN 1 Primary=1.60 cfs 0.385 af Secondary=0.00 cfs 0.000 af Outflow=1.60 cfs 0.385 af Total Runoff Area = 3.647 ac Runoff Volume = 0.790 af Average Runoff Depth = 2.60" 89.99% Pervious = 3.282 ac 10.01% Impervious = 0.365 ac 169 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 33HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: TO WETLAND Runoff = 1.22 cfs @ 12.09 hrs, Volume= 0.056 af, Depth= 2.65" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description * 10,736 84 PERVIOUS 303 98 Unconnected roofs, HSG D 11,039 Weighted Average 10,736 97.26% Pervious Area 303 2.74% Impervious Area 303 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=11,039 sf Runoff Volume=0.056 af Runoff Depth=2.65" Tc=6.0 min CN=WQ 1.22 cfs 170 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 34HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.01 15.00 3.89 2.27 0.04 20.00 4.17 2.52 0.01 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 171 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 35HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: TO CREEK Runoff = 4.49 cfs @ 12.15 hrs, Volume= 0.266 af, Depth= 2.62" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 469 98 Unconnected pavement, HSG D * 52,449 84 PERVIOUS 52,918 Weighted Average 52,449 99.11% Pervious Area 469 0.89% Impervious Area 469 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 100 0.0710 0.19 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.5 193 0.0660 1.28 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 11.5 293 Total Subcatchment PR1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=52,918 sf Runoff Volume=0.266 af Runoff Depth=2.62" Flow Length=293' Tc=11.5 min CN=WQ 4.49 cfs 172 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 36HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.03 15.00 3.89 2.27 0.18 20.00 4.17 2.52 0.03 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 173 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 37HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: SITE Runoff = 6.93 cfs @ 12.09 hrs, Volume= 0.327 af, Depth= 2.58" Routed to Pond 1P : WATER REUSE STORAGE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 54,737 80 >75% Grass cover, Good, HSG D 11,583 98 Paved parking, HSG D 66,320 Weighted Average 54,737 82.53% Pervious Area 11,583 17.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1C: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=66,320 sf Runoff Volume=0.327 af Runoff Depth=2.58" Tc=6.0 min CN=WQ 6.93 cfs 174 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 38HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1C: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.05 15.00 3.89 2.19 0.22 20.00 4.17 2.43 0.03 25.00 4.27 2.52 0.00 30.00 4.27 2.52 0.00 35.00 4.27 2.52 0.00 40.00 4.27 2.52 0.00 45.00 4.27 2.52 0.00 50.00 4.27 2.52 0.00 55.00 4.27 2.52 0.00 60.00 4.27 2.52 0.00 65.00 4.27 2.52 0.00 70.00 4.27 2.52 0.00 75.00 4.27 2.52 0.00 80.00 4.27 2.52 0.00 85.00 4.27 2.52 0.00 90.00 4.27 2.52 0.00 95.00 4.27 2.52 0.00 100.00 4.27 2.52 0.00 105.00 4.27 2.52 0.00 110.00 4.27 2.52 0.00 115.00 4.27 2.52 0.00 120.00 4.27 2.52 0.00 125.00 4.27 2.52 0.00 130.00 4.27 2.52 0.00 135.00 4.27 2.52 0.00 140.00 4.27 2.52 0.00 145.00 4.27 2.52 0.00 150.00 4.27 2.52 0.00 155.00 4.27 2.52 0.00 160.00 4.27 2.52 0.00 165.00 4.27 2.52 0.00 170.00 4.27 2.52 0.00 175.00 4.27 2.52 0.00 180.00 4.27 2.52 0.00 185.00 4.27 2.52 0.00 190.00 4.27 2.52 0.00 195.00 4.27 2.52 0.00 200.00 4.27 2.52 0.00 205.00 4.27 2.52 0.00 210.00 4.27 2.52 0.00 215.00 4.27 2.52 0.00 220.00 4.27 2.52 0.00 225.00 4.27 2.52 0.00 230.00 4.27 2.52 0.00 235.00 4.27 2.52 0.00 240.00 4.27 2.52 0.00 175 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 39HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1D: SITE Runoff = 1.27 cfs @ 12.09 hrs, Volume= 0.058 af, Depth= 2.27" Routed to Pond 2P : BIOFILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 13,349 80 >75% Grass cover, Good, HSG D 13,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1D: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=13,349 sf Runoff Volume=0.058 af Runoff Depth=2.27" Tc=6.0 min CN=80 1.27 cfs 176 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 40HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1D: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.00 0.00 15.00 3.89 1.95 0.04 20.00 4.17 2.18 0.01 25.00 4.27 2.27 0.00 30.00 4.27 2.27 0.00 35.00 4.27 2.27 0.00 40.00 4.27 2.27 0.00 45.00 4.27 2.27 0.00 50.00 4.27 2.27 0.00 55.00 4.27 2.27 0.00 60.00 4.27 2.27 0.00 65.00 4.27 2.27 0.00 70.00 4.27 2.27 0.00 75.00 4.27 2.27 0.00 80.00 4.27 2.27 0.00 85.00 4.27 2.27 0.00 90.00 4.27 2.27 0.00 95.00 4.27 2.27 0.00 100.00 4.27 2.27 0.00 105.00 4.27 2.27 0.00 110.00 4.27 2.27 0.00 115.00 4.27 2.27 0.00 120.00 4.27 2.27 0.00 125.00 4.27 2.27 0.00 130.00 4.27 2.27 0.00 135.00 4.27 2.27 0.00 140.00 4.27 2.27 0.00 145.00 4.27 2.27 0.00 150.00 4.27 2.27 0.00 155.00 4.27 2.27 0.00 160.00 4.27 2.27 0.00 165.00 4.27 2.27 0.00 170.00 4.27 2.27 0.00 175.00 4.27 2.27 0.00 180.00 4.27 2.27 0.00 185.00 4.27 2.27 0.00 190.00 4.27 2.27 0.00 195.00 4.27 2.27 0.00 200.00 4.27 2.27 0.00 205.00 4.27 2.27 0.00 210.00 4.27 2.27 0.00 215.00 4.27 2.27 0.00 220.00 4.27 2.27 0.00 225.00 4.27 2.27 0.00 230.00 4.27 2.27 0.00 235.00 4.27 2.27 0.00 240.00 4.27 2.27 0.00 177 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 41HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: TO WESTERN PROPERTY Runoff = 0.99 cfs @ 12.09 hrs, Volume= 0.045 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 9,022 84 50-75% Grass cover, Fair, HSG D 9,022 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=9,022 sf Runoff Volume=0.045 af Runoff Depth=2.61" Tc=6.0 min CN=84 0.99 cfs 178 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 42HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.01 15.00 3.89 2.27 0.03 20.00 4.17 2.52 0.00 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 179 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 43HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: TO W 78TH ST Runoff = 0.78 cfs @ 12.08 hrs, Volume= 0.039 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 2,656 80 >75% Grass cover, Good, HSG D 3,542 98 Paved parking, HSG D 6,198 Weighted Average 2,656 42.85% Pervious Area 3,542 57.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=6,198 sf Runoff Volume=0.039 af Runoff Depth=3.28" Tc=6.0 min CN=WQ 0.78 cfs 180 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 44HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.07 0.01 15.00 3.89 2.81 0.02 20.00 4.17 3.08 0.00 25.00 4.27 3.18 0.00 30.00 4.27 3.18 0.00 35.00 4.27 3.18 0.00 40.00 4.27 3.18 0.00 45.00 4.27 3.18 0.00 50.00 4.27 3.18 0.00 55.00 4.27 3.18 0.00 60.00 4.27 3.18 0.00 65.00 4.27 3.18 0.00 70.00 4.27 3.18 0.00 75.00 4.27 3.18 0.00 80.00 4.27 3.18 0.00 85.00 4.27 3.18 0.00 90.00 4.27 3.18 0.00 95.00 4.27 3.18 0.00 100.00 4.27 3.18 0.00 105.00 4.27 3.18 0.00 110.00 4.27 3.18 0.00 115.00 4.27 3.18 0.00 120.00 4.27 3.18 0.00 125.00 4.27 3.18 0.00 130.00 4.27 3.18 0.00 135.00 4.27 3.18 0.00 140.00 4.27 3.18 0.00 145.00 4.27 3.18 0.00 150.00 4.27 3.18 0.00 155.00 4.27 3.18 0.00 160.00 4.27 3.18 0.00 165.00 4.27 3.18 0.00 170.00 4.27 3.18 0.00 175.00 4.27 3.18 0.00 180.00 4.27 3.18 0.00 185.00 4.27 3.18 0.00 190.00 4.27 3.18 0.00 195.00 4.27 3.18 0.00 200.00 4.27 3.18 0.00 205.00 4.27 3.18 0.00 210.00 4.27 3.18 0.00 215.00 4.27 3.18 0.00 220.00 4.27 3.18 0.00 225.00 4.27 3.18 0.00 230.00 4.27 3.18 0.00 235.00 4.27 3.18 0.00 240.00 4.27 3.18 0.00 181 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 45HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.253 ac, 2.74% Impervious, Inflow Depth = 2.65" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 1.22 cfs @ 12.09 hrs, Volume= 0.056 af Outflow = 1.22 cfs @ 12.09 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.253 ac 1.22 cfs 1.22 cfs 182 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 46HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.01 0.01 15.00 0.04 0.04 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 183 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 47HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.297 ac, 8.60% Impervious, Inflow Depth = 2.57" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 5.40 cfs @ 12.14 hrs, Volume= 0.706 af Outflow = 5.40 cfs @ 12.14 hrs, Volume= 0.706 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.297 ac 5.40 cfs 5.40 cfs 184 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 48HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.06 0.06 15.00 0.52 0.52 20.00 0.11 0.11 25.00 0.07 0.07 30.00 0.07 0.07 35.00 0.06 0.06 40.00 0.06 0.06 45.00 0.04 0.04 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 185 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 49HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: WATER REUSE STORAGE Inflow Area = 1.522 ac, 17.47% Impervious, Inflow Depth = 2.58" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 6.93 cfs @ 12.09 hrs, Volume= 0.327 af Outflow = 6.16 cfs @ 12.12 hrs, Volume= 0.327 af, Atten= 11%, Lag= 1.9 min Primary = 6.16 cfs @ 12.12 hrs, Volume= 0.327 af Routed to Pond 2P : BIOFILTRATION BASIN 1 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Automatic Starting Elev= 958.95' Surf.Area= 2,354 sf Storage= 5,030 cf Peak Elev= 960.03' @ 12.12 hrs Surf.Area= 2,354 sf Storage= 6,536 cf (1,505 cf above start) Plug-Flow detention time= 141.4 min calculated for 0.211 af (65% of inflow) Center-of-Mass det. time= 16.9 min ( 800.6 - 783.8 ) Volume Invert Avail.Storage Storage Description #1A 954.80' 0 cf 32.25'W x 73.00'L x 6.50'H Field A 15,303 cf Overall - 7,139 cf Embedded = 8,163 cf x 0.0% Voids #2A 955.30' 7,139 cf CMP Round 66 x 12 Inside #1 Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 12 Chambers in 4 Rows 30.25' Header x 23.76 sf x 2 = 1,437.4 cf Inside 7,139 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 958.95'24.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.95' / 957.95' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.15 cfs @ 12.12 hrs HW=960.03' (Free Discharge) 1=Culvert (Inlet Controls 6.15 cfs @ 3.54 fps) 186 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 50HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE - Chamber Wizard Field A Chamber Model = CMP Round 66 (Round Corrugated Metal Pipe) Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 66.0" Wide + 33.0" Spacing = 99.0" C-C Row Spacing 3 Chambers/Row x 20.00' Long +5.50' Header x 2 = 71.00' Row Length +12.0" End Stone x 2 = 73.00' Base Length 4 Rows x 66.0" Wide + 33.0" Spacing x 3 + 12.0" Side Stone x 2 = 32.25' Base Width 6.0" Stone Base + 66.0" Chamber Height + 6.0" Stone Cover = 6.50' Field Height 12 Chambers x 475.2 cf + 30.25' Header x 23.76 sf x 2 = 7,139.4 cf Chamber Storage 15,302.6 cf Field - 7,139.4 cf Chambers = 8,163.3 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,139.4 cf = 0.164 af Overall Storage Efficiency = 46.7% Overall System Size = 73.00' x 32.25' x 6.50' 12 Chambers 566.8 cy Field 302.3 cy Stone 187 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 51HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=960.03' Storage=6,536 cf 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' 6.93 cfs 6.16 cfs Pond 1P: WATER REUSE STORAGE Primary Stage-Discharge Discharge (cfs) 1614121086420Elevation (feet)961 960 959 958 957 956 955 Culvert 188 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 52HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000Elevation (feet)961 960 959 958 957 956 955 Starting Elevation Field A CMP Round 66 189 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 53HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: WATER REUSE STORAGE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 5,030 958.95 0.00 5.00 0.00 5,049 958.96 0.00 10.00 0.05 5,148 959.03 0.04 15.00 0.22 5,318 959.14 0.22 20.00 0.03 5,143 959.02 0.03 25.00 0.00 5,084 958.98 0.01 30.00 0.00 5,044 958.96 0.00 35.00 0.00 5,037 958.95 0.00 40.00 0.00 5,034 958.95 0.00 45.00 0.00 5,032 958.95 0.00 50.00 0.00 5,031 958.95 0.00 55.00 0.00 5,031 958.95 0.00 60.00 0.00 5,030 958.95 0.00 65.00 0.00 5,030 958.95 0.00 70.00 0.00 5,030 958.95 0.00 75.00 0.00 5,030 958.95 0.00 80.00 0.00 5,030 958.95 0.00 85.00 0.00 5,030 958.95 0.00 90.00 0.00 5,030 958.95 0.00 95.00 0.00 5,030 958.95 0.00 100.00 0.00 5,030 958.95 0.00 105.00 0.00 5,030 958.95 0.00 110.00 0.00 5,030 958.95 0.00 115.00 0.00 5,030 958.95 0.00 120.00 0.00 5,030 958.95 0.00 125.00 0.00 5,030 958.95 0.00 130.00 0.00 5,030 958.95 0.00 135.00 0.00 5,030 958.95 0.00 140.00 0.00 5,030 958.95 0.00 145.00 0.00 5,030 958.95 0.00 150.00 0.00 5,030 958.95 0.00 155.00 0.00 5,030 958.95 0.00 160.00 0.00 5,030 958.95 0.00 165.00 0.00 5,030 958.95 0.00 170.00 0.00 5,030 958.95 0.00 175.00 0.00 5,030 958.95 0.00 180.00 0.00 5,030 958.95 0.00 185.00 0.00 5,030 958.95 0.00 190.00 0.00 5,030 958.95 0.00 195.00 0.00 5,030 958.95 0.00 200.00 0.00 5,030 958.95 0.00 205.00 0.00 5,030 958.95 0.00 210.00 0.00 5,030 958.95 0.00 215.00 0.00 5,030 958.95 0.00 220.00 0.00 5,030 958.95 0.00 225.00 0.00 5,030 958.95 0.00 230.00 0.00 5,030 958.95 0.00 235.00 0.00 5,030 958.95 0.00 240.00 0.00 5,030 958.95 0.00 190 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 54HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: BIOFILTRATION BASIN 1 Inflow Area = 1.829 ac, 14.54% Impervious, Inflow Depth = 2.52" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 7.31 cfs @ 12.11 hrs, Volume= 0.385 af Outflow = 1.60 cfs @ 12.54 hrs, Volume= 0.385 af, Atten= 78%, Lag= 25.5 min Primary = 1.60 cfs @ 12.54 hrs, Volume= 0.385 af Routed to Reach 2R : RILEY CREEK Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 953.16' @ 12.54 hrs Surf.Area= 4,434 sf Storage= 7,739 cf Plug-Flow detention time= 413.4 min calculated for 0.385 af (100% of inflow) Center-of-Mass det. time= 413.4 min ( 1,213.6 - 800.2 ) Volume Invert Avail.Storage Storage Description #1 951.00' 31,458 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 2,774 0 0 952.00 3,507 3,141 3,141 953.00 4,299 3,903 7,044 954.00 5,149 4,724 11,768 955.00 6,060 5,605 17,372 956.00 7,028 6,544 23,916 957.00 8,056 7,542 31,458 Device Routing Invert Outlet Devices #1 Primary 949.00'12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 949.00' / 947.96' S= 0.0116 '/' Cc= 0.900 n= 0.015 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 949.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 951.00'0.800 in/hr Exfiltration over Surface area #4 Device 1 952.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 955.25'10.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.60 cfs @ 12.54 hrs HW=953.16' (Free Discharge) 1=Culvert (Passes 1.60 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Passes 0.08 cfs of 1.87 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.08 cfs) 4=Orifice/Grate (Orifice Controls 1.52 cfs @ 2.76 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 191 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 55HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.829 ac Peak Elev=953.16' Storage=7,739 cf 7.31 cfs 1.60 cfs 1.60 cfs 0.00 cfs Pond 2P: BIOFILTRATION BASIN 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 65605550454035302520151050Elevation (feet)957 956 955 954 953 952 951 Exfiltration Orifice/Grate Broad-Crested Rectangular Weir 192 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 56HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 8,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)957 956 955 954 953 952 951 Custom Stage Data 193 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 57HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: BIOFILTRATION BASIN 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 951.00 0.00 0.00 0.00 5.00 0.00 2 951.00 0.00 0.00 0.00 10.00 0.04 77 951.03 0.02 0.02 0.00 15.00 0.26 5,906 952.73 0.30 0.30 0.00 20.00 0.04 5,102 952.53 0.08 0.08 0.00 25.00 0.01 4,446 952.36 0.07 0.07 0.00 30.00 0.00 3,265 952.04 0.07 0.07 0.00 35.00 0.00 2,135 951.70 0.06 0.06 0.00 40.00 0.00 1,082 951.37 0.06 0.06 0.00 45.00 0.00 118 951.04 0.04 0.04 0.00 50.00 0.00 1 951.00 0.00 0.00 0.00 55.00 0.00 0 951.00 0.00 0.00 0.00 60.00 0.00 0 951.00 0.00 0.00 0.00 65.00 0.00 0 951.00 0.00 0.00 0.00 70.00 0.00 0 951.00 0.00 0.00 0.00 75.00 0.00 0 951.00 0.00 0.00 0.00 80.00 0.00 0 951.00 0.00 0.00 0.00 85.00 0.00 0 951.00 0.00 0.00 0.00 90.00 0.00 0 951.00 0.00 0.00 0.00 95.00 0.00 0 951.00 0.00 0.00 0.00 100.00 0.00 0 951.00 0.00 0.00 0.00 105.00 0.00 0 951.00 0.00 0.00 0.00 110.00 0.00 0 951.00 0.00 0.00 0.00 115.00 0.00 0 951.00 0.00 0.00 0.00 120.00 0.00 0 951.00 0.00 0.00 0.00 125.00 0.00 0 951.00 0.00 0.00 0.00 130.00 0.00 0 951.00 0.00 0.00 0.00 135.00 0.00 0 951.00 0.00 0.00 0.00 140.00 0.00 0 951.00 0.00 0.00 0.00 145.00 0.00 0 951.00 0.00 0.00 0.00 150.00 0.00 0 951.00 0.00 0.00 0.00 155.00 0.00 0 951.00 0.00 0.00 0.00 160.00 0.00 0 951.00 0.00 0.00 0.00 165.00 0.00 0 951.00 0.00 0.00 0.00 170.00 0.00 0 951.00 0.00 0.00 0.00 175.00 0.00 0 951.00 0.00 0.00 0.00 180.00 0.00 0 951.00 0.00 0.00 0.00 185.00 0.00 0 951.00 0.00 0.00 0.00 190.00 0.00 0 951.00 0.00 0.00 0.00 195.00 0.00 0 951.00 0.00 0.00 0.00 200.00 0.00 0 951.00 0.00 0.00 0.00 205.00 0.00 0 951.00 0.00 0.00 0.00 210.00 0.00 0 951.00 0.00 0.00 0.00 215.00 0.00 0 951.00 0.00 0.00 0.00 220.00 0.00 0 951.00 0.00 0.00 0.00 225.00 0.00 0 951.00 0.00 0.00 0.00 230.00 0.00 0 951.00 0.00 0.00 0.00 235.00 0.00 0 951.00 0.00 0.00 0.00 240.00 0.00 0 951.00 0.00 0.00 0.00 194 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 58HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=11,039 sf 2.74% Impervious Runoff Depth=5.58"Subcatchment PR1A: TO WETLAND Tc=6.0 min CN=WQ Runoff=2.32 cfs 0.118 af Runoff Area=52,918 sf 0.89% Impervious Runoff Depth=5.54"Subcatchment PR1B: TO CREEK Flow Length=293' Tc=11.5 min CN=WQ Runoff=8.65 cfs 0.561 af Runoff Area=66,320 sf 17.47% Impervious Runoff Depth=5.44"Subcatchment PR1C: SITE Tc=6.0 min CN=WQ Runoff=13.48 cfs 0.690 af Runoff Area=13,349 sf 0.00% Impervious Runoff Depth=5.07"Subcatchment PR1D: SITE Tc=6.0 min CN=80 Runoff=2.61 cfs 0.130 af Runoff Area=9,022 sf 0.00% Impervious Runoff Depth=5.53"Subcatchment PR2: TO WESTERN Tc=6.0 min CN=84 Runoff=1.89 cfs 0.095 af Runoff Area=6,198 sf 57.15% Impervious Runoff Depth=6.27"Subcatchment PR3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=1.37 cfs 0.074 af Inflow=2.32 cfs 0.118 afReach 1R: EX WETLAND Outflow=2.32 cfs 0.118 af Inflow=14.26 cfs 1.499 afReach 2R: RILEY CREEK Outflow=14.26 cfs 1.499 af Peak Elev=960.68' Storage=7,103 cf Inflow=13.48 cfs 0.690 afPond 1P: WATER REUSE STORAGE 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' Outflow=12.98 cfs 0.690 af Peak Elev=954.48' Storage=14,326 cf Inflow=15.49 cfs 0.820 afPond 2P: BIOFILTRATION BASIN 1 Primary=4.70 cfs 0.820 af Secondary=0.00 cfs 0.000 af Outflow=4.70 cfs 0.820 af Total Runoff Area = 3.647 ac Runoff Volume = 1.669 af Average Runoff Depth = 5.49" 89.99% Pervious = 3.282 ac 10.01% Impervious = 0.365 ac 195 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 59HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: TO WETLAND Runoff = 2.32 cfs @ 12.08 hrs, Volume= 0.118 af, Depth= 5.58" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description * 10,736 84 PERVIOUS 303 98 Unconnected roofs, HSG D 11,039 Weighted Average 10,736 97.26% Pervious Area 303 2.74% Impervious Area 303 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=11,039 sf Runoff Volume=0.118 af Runoff Depth=5.58" Tc=6.0 min CN=WQ 2.32 cfs 196 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 60HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.03 15.00 6.96 5.11 0.08 20.00 7.29 5.41 0.01 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 197 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 61HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: TO CREEK Runoff = 8.65 cfs @ 12.15 hrs, Volume= 0.561 af, Depth= 5.54" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 469 98 Unconnected pavement, HSG D * 52,449 84 PERVIOUS 52,918 Weighted Average 52,449 99.11% Pervious Area 469 0.89% Impervious Area 469 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 100 0.0710 0.19 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.5 193 0.0660 1.28 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 11.5 293 Total Subcatchment PR1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=52,918 sf Runoff Volume=0.561 af Runoff Depth=5.54" Flow Length=293' Tc=11.5 min CN=WQ 8.65 cfs 198 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 62HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.12 15.00 6.96 5.11 0.39 20.00 7.29 5.41 0.04 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 199 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 63HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: SITE Runoff = 13.48 cfs @ 12.08 hrs, Volume= 0.690 af, Depth= 5.44" Routed to Pond 1P : WATER REUSE STORAGE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 54,737 80 >75% Grass cover, Good, HSG D 11,583 98 Paved parking, HSG D 66,320 Weighted Average 54,737 82.53% Pervious Area 11,583 17.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1C: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=66,320 sf Runoff Volume=0.690 af Runoff Depth=5.44" Tc=6.0 min CN=WQ 13.48 cfs 200 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 64HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1C: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.06 0.16 15.00 6.96 4.99 0.49 20.00 7.29 5.30 0.04 25.00 7.41 5.42 0.00 30.00 7.41 5.42 0.00 35.00 7.41 5.42 0.00 40.00 7.41 5.42 0.00 45.00 7.41 5.42 0.00 50.00 7.41 5.42 0.00 55.00 7.41 5.42 0.00 60.00 7.41 5.42 0.00 65.00 7.41 5.42 0.00 70.00 7.41 5.42 0.00 75.00 7.41 5.42 0.00 80.00 7.41 5.42 0.00 85.00 7.41 5.42 0.00 90.00 7.41 5.42 0.00 95.00 7.41 5.42 0.00 100.00 7.41 5.42 0.00 105.00 7.41 5.42 0.00 110.00 7.41 5.42 0.00 115.00 7.41 5.42 0.00 120.00 7.41 5.42 0.00 125.00 7.41 5.42 0.00 130.00 7.41 5.42 0.00 135.00 7.41 5.42 0.00 140.00 7.41 5.42 0.00 145.00 7.41 5.42 0.00 150.00 7.41 5.42 0.00 155.00 7.41 5.42 0.00 160.00 7.41 5.42 0.00 165.00 7.41 5.42 0.00 170.00 7.41 5.42 0.00 175.00 7.41 5.42 0.00 180.00 7.41 5.42 0.00 185.00 7.41 5.42 0.00 190.00 7.41 5.42 0.00 195.00 7.41 5.42 0.00 200.00 7.41 5.42 0.00 205.00 7.41 5.42 0.00 210.00 7.41 5.42 0.00 215.00 7.41 5.42 0.00 220.00 7.41 5.42 0.00 225.00 7.41 5.42 0.00 230.00 7.41 5.42 0.00 235.00 7.41 5.42 0.00 240.00 7.41 5.42 0.00 201 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 65HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1D: SITE Runoff = 2.61 cfs @ 12.08 hrs, Volume= 0.130 af, Depth= 5.07" Routed to Pond 2P : BIOFILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 13,349 80 >75% Grass cover, Good, HSG D 13,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1D: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=13,349 sf Runoff Volume=0.130 af Runoff Depth=5.07" Tc=6.0 min CN=80 2.61 cfs 202 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 66HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1D: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.03 0.02 15.00 6.96 4.66 0.10 20.00 7.29 4.96 0.01 25.00 7.41 5.07 0.00 30.00 7.41 5.07 0.00 35.00 7.41 5.07 0.00 40.00 7.41 5.07 0.00 45.00 7.41 5.07 0.00 50.00 7.41 5.07 0.00 55.00 7.41 5.07 0.00 60.00 7.41 5.07 0.00 65.00 7.41 5.07 0.00 70.00 7.41 5.07 0.00 75.00 7.41 5.07 0.00 80.00 7.41 5.07 0.00 85.00 7.41 5.07 0.00 90.00 7.41 5.07 0.00 95.00 7.41 5.07 0.00 100.00 7.41 5.07 0.00 105.00 7.41 5.07 0.00 110.00 7.41 5.07 0.00 115.00 7.41 5.07 0.00 120.00 7.41 5.07 0.00 125.00 7.41 5.07 0.00 130.00 7.41 5.07 0.00 135.00 7.41 5.07 0.00 140.00 7.41 5.07 0.00 145.00 7.41 5.07 0.00 150.00 7.41 5.07 0.00 155.00 7.41 5.07 0.00 160.00 7.41 5.07 0.00 165.00 7.41 5.07 0.00 170.00 7.41 5.07 0.00 175.00 7.41 5.07 0.00 180.00 7.41 5.07 0.00 185.00 7.41 5.07 0.00 190.00 7.41 5.07 0.00 195.00 7.41 5.07 0.00 200.00 7.41 5.07 0.00 205.00 7.41 5.07 0.00 210.00 7.41 5.07 0.00 215.00 7.41 5.07 0.00 220.00 7.41 5.07 0.00 225.00 7.41 5.07 0.00 230.00 7.41 5.07 0.00 235.00 7.41 5.07 0.00 240.00 7.41 5.07 0.00 203 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 67HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: TO WESTERN PROPERTY Runoff = 1.89 cfs @ 12.08 hrs, Volume= 0.095 af, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 9,022 84 50-75% Grass cover, Fair, HSG D 9,022 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=9,022 sf Runoff Volume=0.095 af Runoff Depth=5.53" Tc=6.0 min CN=84 1.89 cfs 204 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 68HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.02 15.00 6.96 5.11 0.07 20.00 7.29 5.41 0.01 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 205 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 69HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: TO W 78TH ST Runoff = 1.37 cfs @ 12.08 hrs, Volume= 0.074 af, Depth= 6.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 2,656 80 >75% Grass cover, Good, HSG D 3,542 98 Paved parking, HSG D 6,198 Weighted Average 2,656 42.85% Pervious Area 3,542 57.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=6,198 sf Runoff Volume=0.074 af Runoff Depth=6.27" Tc=6.0 min CN=WQ 1.37 cfs 206 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 70HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.19 0.03 15.00 6.96 5.79 0.05 20.00 7.29 6.10 0.00 25.00 7.41 6.23 0.00 30.00 7.41 6.23 0.00 35.00 7.41 6.23 0.00 40.00 7.41 6.23 0.00 45.00 7.41 6.23 0.00 50.00 7.41 6.23 0.00 55.00 7.41 6.23 0.00 60.00 7.41 6.23 0.00 65.00 7.41 6.23 0.00 70.00 7.41 6.23 0.00 75.00 7.41 6.23 0.00 80.00 7.41 6.23 0.00 85.00 7.41 6.23 0.00 90.00 7.41 6.23 0.00 95.00 7.41 6.23 0.00 100.00 7.41 6.23 0.00 105.00 7.41 6.23 0.00 110.00 7.41 6.23 0.00 115.00 7.41 6.23 0.00 120.00 7.41 6.23 0.00 125.00 7.41 6.23 0.00 130.00 7.41 6.23 0.00 135.00 7.41 6.23 0.00 140.00 7.41 6.23 0.00 145.00 7.41 6.23 0.00 150.00 7.41 6.23 0.00 155.00 7.41 6.23 0.00 160.00 7.41 6.23 0.00 165.00 7.41 6.23 0.00 170.00 7.41 6.23 0.00 175.00 7.41 6.23 0.00 180.00 7.41 6.23 0.00 185.00 7.41 6.23 0.00 190.00 7.41 6.23 0.00 195.00 7.41 6.23 0.00 200.00 7.41 6.23 0.00 205.00 7.41 6.23 0.00 210.00 7.41 6.23 0.00 215.00 7.41 6.23 0.00 220.00 7.41 6.23 0.00 225.00 7.41 6.23 0.00 230.00 7.41 6.23 0.00 235.00 7.41 6.23 0.00 240.00 7.41 6.23 0.00 207 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 71HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.253 ac, 2.74% Impervious, Inflow Depth = 5.58" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 2.32 cfs @ 12.08 hrs, Volume= 0.118 af Outflow = 2.32 cfs @ 12.08 hrs, Volume= 0.118 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.253 ac 2.32 cfs 2.32 cfs 208 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 72HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.03 0.03 15.00 0.08 0.08 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 209 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 73HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.297 ac, 8.60% Impervious, Inflow Depth = 5.46" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 14.26 cfs @ 12.15 hrs, Volume= 1.499 af Outflow = 14.26 cfs @ 12.15 hrs, Volume= 1.499 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.297 ac 14.26 cfs 14.26 cfs 210 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 74HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.20 0.20 15.00 1.10 1.10 20.00 0.13 0.13 25.00 0.07 0.07 30.00 0.07 0.07 35.00 0.06 0.06 40.00 0.06 0.06 45.00 0.05 0.05 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 211 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 75HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: WATER REUSE STORAGE Inflow Area = 1.522 ac, 17.47% Impervious, Inflow Depth = 5.44" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 13.48 cfs @ 12.08 hrs, Volume= 0.690 af Outflow = 12.98 cfs @ 12.10 hrs, Volume= 0.690 af, Atten= 4%, Lag= 1.1 min Primary = 12.98 cfs @ 12.10 hrs, Volume= 0.690 af Routed to Pond 2P : BIOFILTRATION BASIN 1 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Automatic Starting Elev= 958.95' Surf.Area= 2,354 sf Storage= 5,030 cf Peak Elev= 960.68' @ 12.10 hrs Surf.Area= 2,354 sf Storage= 7,103 cf (2,072 cf above start) Plug-Flow detention time= 74.4 min calculated for 0.575 af (83% of inflow) Center-of-Mass det. time= 11.0 min ( 776.2 - 765.2 ) Volume Invert Avail.Storage Storage Description #1A 954.80' 0 cf 32.25'W x 73.00'L x 6.50'H Field A 15,303 cf Overall - 7,139 cf Embedded = 8,163 cf x 0.0% Voids #2A 955.30' 7,139 cf CMP Round 66 x 12 Inside #1 Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 12 Chambers in 4 Rows 30.25' Header x 23.76 sf x 2 = 1,437.4 cf Inside 7,139 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 958.95'24.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.95' / 957.95' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=12.94 cfs @ 12.10 hrs HW=960.68' (Free Discharge) 1=Culvert (Inlet Controls 12.94 cfs @ 4.48 fps) 212 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 76HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE - Chamber Wizard Field A Chamber Model = CMP Round 66 (Round Corrugated Metal Pipe) Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 66.0" Wide + 33.0" Spacing = 99.0" C-C Row Spacing 3 Chambers/Row x 20.00' Long +5.50' Header x 2 = 71.00' Row Length +12.0" End Stone x 2 = 73.00' Base Length 4 Rows x 66.0" Wide + 33.0" Spacing x 3 + 12.0" Side Stone x 2 = 32.25' Base Width 6.0" Stone Base + 66.0" Chamber Height + 6.0" Stone Cover = 6.50' Field Height 12 Chambers x 475.2 cf + 30.25' Header x 23.76 sf x 2 = 7,139.4 cf Chamber Storage 15,302.6 cf Field - 7,139.4 cf Chambers = 8,163.3 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,139.4 cf = 0.164 af Overall Storage Efficiency = 46.7% Overall System Size = 73.00' x 32.25' x 6.50' 12 Chambers 566.8 cy Field 302.3 cy Stone 213 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 77HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=960.68' Storage=7,103 cf 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' 13.48 cfs 12.98 cfs Pond 1P: WATER REUSE STORAGE Primary Stage-Discharge Discharge (cfs) 1614121086420Elevation (feet)961 960 959 958 957 956 955 Culvert 214 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 78HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000Elevation (feet)961 960 959 958 957 956 955 Starting Elevation Field A CMP Round 66 215 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 79HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: WATER REUSE STORAGE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 5,030 958.95 0.00 5.00 0.00 5,058 958.97 0.00 10.00 0.16 5,254 959.09 0.13 15.00 0.49 5,460 959.23 0.49 20.00 0.04 5,161 959.03 0.05 25.00 0.00 5,089 958.99 0.01 30.00 0.00 5,044 958.96 0.00 35.00 0.00 5,037 958.95 0.00 40.00 0.00 5,034 958.95 0.00 45.00 0.00 5,032 958.95 0.00 50.00 0.00 5,031 958.95 0.00 55.00 0.00 5,031 958.95 0.00 60.00 0.00 5,030 958.95 0.00 65.00 0.00 5,030 958.95 0.00 70.00 0.00 5,030 958.95 0.00 75.00 0.00 5,030 958.95 0.00 80.00 0.00 5,030 958.95 0.00 85.00 0.00 5,030 958.95 0.00 90.00 0.00 5,030 958.95 0.00 95.00 0.00 5,030 958.95 0.00 100.00 0.00 5,030 958.95 0.00 105.00 0.00 5,030 958.95 0.00 110.00 0.00 5,030 958.95 0.00 115.00 0.00 5,030 958.95 0.00 120.00 0.00 5,030 958.95 0.00 125.00 0.00 5,030 958.95 0.00 130.00 0.00 5,030 958.95 0.00 135.00 0.00 5,030 958.95 0.00 140.00 0.00 5,030 958.95 0.00 145.00 0.00 5,030 958.95 0.00 150.00 0.00 5,030 958.95 0.00 155.00 0.00 5,030 958.95 0.00 160.00 0.00 5,030 958.95 0.00 165.00 0.00 5,030 958.95 0.00 170.00 0.00 5,030 958.95 0.00 175.00 0.00 5,030 958.95 0.00 180.00 0.00 5,030 958.95 0.00 185.00 0.00 5,030 958.95 0.00 190.00 0.00 5,030 958.95 0.00 195.00 0.00 5,030 958.95 0.00 200.00 0.00 5,030 958.95 0.00 205.00 0.00 5,030 958.95 0.00 210.00 0.00 5,030 958.95 0.00 215.00 0.00 5,030 958.95 0.00 220.00 0.00 5,030 958.95 0.00 225.00 0.00 5,030 958.95 0.00 230.00 0.00 5,030 958.95 0.00 235.00 0.00 5,030 958.95 0.00 240.00 0.00 5,030 958.95 0.00 216 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 80HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: BIOFILTRATION BASIN 1 Inflow Area = 1.829 ac, 14.54% Impervious, Inflow Depth = 5.38" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 15.49 cfs @ 12.10 hrs, Volume= 0.820 af Outflow = 4.70 cfs @ 12.36 hrs, Volume= 0.820 af, Atten= 70%, Lag= 15.5 min Primary = 4.70 cfs @ 12.36 hrs, Volume= 0.820 af Routed to Reach 2R : RILEY CREEK Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 954.48' @ 12.36 hrs Surf.Area= 5,583 sf Storage= 14,326 cf Plug-Flow detention time= 223.9 min calculated for 0.820 af (100% of inflow) Center-of-Mass det. time= 223.9 min ( 999.6 - 775.7 ) Volume Invert Avail.Storage Storage Description #1 951.00' 31,458 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 2,774 0 0 952.00 3,507 3,141 3,141 953.00 4,299 3,903 7,044 954.00 5,149 4,724 11,768 955.00 6,060 5,605 17,372 956.00 7,028 6,544 23,916 957.00 8,056 7,542 31,458 Device Routing Invert Outlet Devices #1 Primary 949.00'12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 949.00' / 947.96' S= 0.0116 '/' Cc= 0.900 n= 0.015 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 949.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 951.00'0.800 in/hr Exfiltration over Surface area #4 Device 1 952.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 955.25'10.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=4.70 cfs @ 12.36 hrs HW=954.48' (Free Discharge) 1=Culvert (Passes 4.70 cfs of 6.45 cfs potential flow) 2=Orifice/Grate (Passes 0.10 cfs of 2.16 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.10 cfs) 4=Orifice/Grate (Orifice Controls 4.60 cfs @ 5.85 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 217 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 81HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.829 ac Peak Elev=954.48' Storage=14,326 cf 15.49 cfs 4.70 cfs 4.70 cfs 0.00 cfs Pond 2P: BIOFILTRATION BASIN 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 65605550454035302520151050Elevation (feet)957 956 955 954 953 952 951 Exfiltration Orifice/Grate Broad-Crested Rectangular Weir 218 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 82HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 8,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)957 956 955 954 953 952 951 Custom Stage Data 219 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 83HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: BIOFILTRATION BASIN 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 951.00 0.00 0.00 0.00 5.00 0.00 5 951.00 0.00 0.00 0.00 10.00 0.15 214 951.08 0.05 0.05 0.00 15.00 0.58 6,481 952.87 0.62 0.62 0.00 20.00 0.05 5,199 952.55 0.09 0.09 0.00 25.00 0.01 4,709 952.43 0.07 0.07 0.00 30.00 0.00 3,514 952.11 0.07 0.07 0.00 35.00 0.00 2,366 951.77 0.06 0.06 0.00 40.00 0.00 1,296 951.44 0.06 0.06 0.00 45.00 0.00 306 951.11 0.05 0.05 0.00 50.00 0.00 2 951.00 0.00 0.00 0.00 55.00 0.00 0 951.00 0.00 0.00 0.00 60.00 0.00 0 951.00 0.00 0.00 0.00 65.00 0.00 0 951.00 0.00 0.00 0.00 70.00 0.00 0 951.00 0.00 0.00 0.00 75.00 0.00 0 951.00 0.00 0.00 0.00 80.00 0.00 0 951.00 0.00 0.00 0.00 85.00 0.00 0 951.00 0.00 0.00 0.00 90.00 0.00 0 951.00 0.00 0.00 0.00 95.00 0.00 0 951.00 0.00 0.00 0.00 100.00 0.00 0 951.00 0.00 0.00 0.00 105.00 0.00 0 951.00 0.00 0.00 0.00 110.00 0.00 0 951.00 0.00 0.00 0.00 115.00 0.00 0 951.00 0.00 0.00 0.00 120.00 0.00 0 951.00 0.00 0.00 0.00 125.00 0.00 0 951.00 0.00 0.00 0.00 130.00 0.00 0 951.00 0.00 0.00 0.00 135.00 0.00 0 951.00 0.00 0.00 0.00 140.00 0.00 0 951.00 0.00 0.00 0.00 145.00 0.00 0 951.00 0.00 0.00 0.00 150.00 0.00 0 951.00 0.00 0.00 0.00 155.00 0.00 0 951.00 0.00 0.00 0.00 160.00 0.00 0 951.00 0.00 0.00 0.00 165.00 0.00 0 951.00 0.00 0.00 0.00 170.00 0.00 0 951.00 0.00 0.00 0.00 175.00 0.00 0 951.00 0.00 0.00 0.00 180.00 0.00 0 951.00 0.00 0.00 0.00 185.00 0.00 0 951.00 0.00 0.00 0.00 190.00 0.00 0 951.00 0.00 0.00 0.00 195.00 0.00 0 951.00 0.00 0.00 0.00 200.00 0.00 0 951.00 0.00 0.00 0.00 205.00 0.00 0 951.00 0.00 0.00 0.00 210.00 0.00 0 951.00 0.00 0.00 0.00 215.00 0.00 0 951.00 0.00 0.00 0.00 220.00 0.00 0 951.00 0.00 0.00 0.00 225.00 0.00 0 951.00 0.00 0.00 0.00 230.00 0.00 0 951.00 0.00 0.00 0.00 235.00 0.00 0 951.00 0.00 0.00 0.00 240.00 0.00 0 951.00 0.00 0.00 0.00 220 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 84HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=11,039 sf 2.74% Impervious Runoff Depth>5.37"Subcatchment PR1A: TO WETLAND Tc=6.0 min CN=WQ Runoff=0.04 cfs 0.113 af Runoff Area=52,918 sf 0.89% Impervious Runoff Depth>5.34"Subcatchment PR1B: TO CREEK Flow Length=293' Tc=11.5 min CN=WQ Runoff=0.20 cfs 0.541 af Runoff Area=66,320 sf 17.47% Impervious Runoff Depth>5.24"Subcatchment PR1C: SITE Tc=6.0 min CN=WQ Runoff=0.25 cfs 0.665 af Runoff Area=13,349 sf 0.00% Impervious Runoff Depth>4.88"Subcatchment PR1D: SITE Tc=6.0 min CN=80 Runoff=0.05 cfs 0.125 af Runoff Area=9,022 sf 0.00% Impervious Runoff Depth>5.33"Subcatchment PR2: TO WESTERN Tc=6.0 min CN=84 Runoff=0.03 cfs 0.092 af Runoff Area=6,198 sf 57.15% Impervious Runoff Depth>6.07"Subcatchment PR3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=0.03 cfs 0.072 af Inflow=0.04 cfs 0.113 afReach 1R: EX WETLAND Outflow=0.04 cfs 0.113 af Inflow=0.31 cfs 1.441 afReach 2R: RILEY CREEK Outflow=0.31 cfs 1.441 af Peak Elev=959.15' Storage=5,334 cf Inflow=0.25 cfs 0.665 afPond 1P: WATER REUSE STORAGE 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' Outflow=0.24 cfs 0.663 af Peak Elev=952.63' Storage=5,512 cf Inflow=0.29 cfs 0.788 afPond 2P: BIOFILTRATION BASIN 1 Primary=0.15 cfs 0.786 af Secondary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.786 af Total Runoff Area = 3.647 ac Runoff Volume = 1.608 af Average Runoff Depth = 5.29" 89.99% Pervious = 3.282 ac 10.01% Impervious = 0.365 ac 221 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 85HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: TO WETLAND Runoff = 0.04 cfs @ 121.26 hrs, Volume= 0.113 af, Depth> 5.37" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description * 10,736 84 PERVIOUS 303 98 Unconnected roofs, HSG D 11,039 Weighted Average 10,736 97.26% Pervious Area 303 2.74% Impervious Area 303 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=11,039 sf Runoff Volume=0.113 af Runoff Depth>5.37" Tc=6.0 min CN=WQ 0.04 cfs 222 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 86HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.06 0.00 50.00 0.86 0.10 0.00 55.00 0.97 0.14 0.00 60.00 1.08 0.19 0.00 65.00 1.19 0.24 0.00 70.00 1.31 0.31 0.00 75.00 1.44 0.38 0.00 80.00 1.57 0.46 0.00 85.00 1.71 0.54 0.00 90.00 1.86 0.65 0.01 95.00 2.03 0.76 0.01 100.00 2.20 0.89 0.01 105.00 2.40 1.04 0.01 110.00 2.65 1.23 0.01 115.00 2.94 1.46 0.01 120.00 3.53 1.96 0.04 125.00 4.27 2.61 0.02 130.00 4.62 2.93 0.01 135.00 4.87 3.15 0.01 140.00 5.06 3.33 0.01 145.00 5.23 3.48 0.01 150.00 5.39 3.63 0.01 155.00 5.53 3.76 0.01 160.00 5.67 3.89 0.01 165.00 5.80 4.01 0.01 170.00 5.92 4.12 0.01 175.00 6.03 4.23 0.01 180.00 6.14 4.33 0.01 185.00 6.25 4.43 0.01 190.00 6.36 4.53 0.00 195.00 6.46 4.63 0.00 200.00 6.55 4.72 0.00 205.00 6.65 4.81 0.00 210.00 6.74 4.89 0.00 215.00 6.82 4.97 0.00 220.00 6.91 5.05 0.00 225.00 6.98 5.13 0.00 230.00 7.06 5.20 0.00 235.00 7.13 5.27 0.00 240.00 7.20 5.33 0.00 223 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 87HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: TO CREEK Runoff = 0.20 cfs @ 121.30 hrs, Volume= 0.541 af, Depth> 5.34" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 469 98 Unconnected pavement, HSG D * 52,449 84 PERVIOUS 52,918 Weighted Average 52,449 99.11% Pervious Area 469 0.89% Impervious Area 469 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 100 0.0710 0.19 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.5 193 0.0660 1.28 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 11.5 293 Total Subcatchment PR1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=52,918 sf Runoff Volume=0.541 af Runoff Depth>5.34" Flow Length=293' Tc=11.5 min CN=WQ 0.20 cfs 224 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 88HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.01 45.00 0.76 0.06 0.01 50.00 0.86 0.10 0.01 55.00 0.97 0.14 0.01 60.00 1.08 0.19 0.01 65.00 1.19 0.24 0.01 70.00 1.31 0.31 0.02 75.00 1.44 0.38 0.02 80.00 1.57 0.46 0.02 85.00 1.71 0.54 0.02 90.00 1.86 0.65 0.03 95.00 2.03 0.76 0.03 100.00 2.20 0.89 0.03 105.00 2.40 1.04 0.04 110.00 2.65 1.23 0.05 115.00 2.94 1.46 0.07 120.00 3.53 1.96 0.18 125.00 4.27 2.61 0.11 130.00 4.62 2.93 0.06 135.00 4.87 3.15 0.05 140.00 5.06 3.33 0.04 145.00 5.23 3.48 0.04 150.00 5.39 3.63 0.03 155.00 5.53 3.76 0.03 160.00 5.67 3.89 0.03 165.00 5.80 4.01 0.03 170.00 5.92 4.12 0.03 175.00 6.03 4.23 0.03 180.00 6.14 4.33 0.02 185.00 6.25 4.43 0.02 190.00 6.36 4.53 0.02 195.00 6.46 4.63 0.02 200.00 6.55 4.72 0.02 205.00 6.65 4.81 0.02 210.00 6.74 4.89 0.02 215.00 6.82 4.97 0.02 220.00 6.91 5.05 0.02 225.00 6.98 5.13 0.02 230.00 7.06 5.20 0.02 235.00 7.13 5.27 0.02 240.00 7.20 5.33 0.01 225 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 89HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: SITE Runoff = 0.25 cfs @ 121.26 hrs, Volume= 0.665 af, Depth> 5.24" Routed to Pond 1P : WATER REUSE STORAGE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 54,737 80 >75% Grass cover, Good, HSG D 11,583 98 Paved parking, HSG D 66,320 Weighted Average 54,737 82.53% Pervious Area 11,583 17.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1C: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=66,320 sf Runoff Volume=0.665 af Runoff Depth>5.24" Tc=6.0 min CN=WQ 0.25 cfs 226 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 90HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1C: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.01 0.01 40.00 0.66 0.03 0.01 45.00 0.76 0.05 0.01 50.00 0.86 0.08 0.01 55.00 0.97 0.12 0.01 60.00 1.08 0.17 0.02 65.00 1.19 0.22 0.02 70.00 1.31 0.28 0.02 75.00 1.44 0.34 0.02 80.00 1.57 0.42 0.02 85.00 1.71 0.50 0.03 90.00 1.86 0.60 0.03 95.00 2.03 0.71 0.04 100.00 2.20 0.83 0.04 105.00 2.40 0.98 0.05 110.00 2.65 1.17 0.06 115.00 2.94 1.40 0.08 120.00 3.53 1.88 0.22 125.00 4.27 2.52 0.13 130.00 4.62 2.83 0.08 135.00 4.87 3.05 0.06 140.00 5.06 3.23 0.05 145.00 5.23 3.38 0.04 150.00 5.39 3.53 0.04 155.00 5.53 3.66 0.04 160.00 5.67 3.79 0.04 165.00 5.80 3.91 0.04 170.00 5.92 4.02 0.03 175.00 6.03 4.12 0.03 180.00 6.14 4.23 0.03 185.00 6.25 4.33 0.03 190.00 6.36 4.42 0.03 195.00 6.46 4.52 0.03 200.00 6.55 4.61 0.03 205.00 6.65 4.70 0.03 210.00 6.74 4.78 0.03 215.00 6.82 4.86 0.02 220.00 6.91 4.94 0.02 225.00 6.98 5.01 0.02 230.00 7.06 5.09 0.02 235.00 7.13 5.15 0.02 240.00 7.20 5.22 0.02 227 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 91HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1D: SITE Runoff = 0.05 cfs @ 121.26 hrs, Volume= 0.125 af, Depth> 4.88" Routed to Pond 2P : BIOFILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 13,349 80 >75% Grass cover, Good, HSG D 13,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1D: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=13,349 sf Runoff Volume=0.125 af Runoff Depth>4.88" Tc=6.0 min CN=80 0.05 cfs 228 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 92HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1D: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.00 0.00 40.00 0.66 0.01 0.00 45.00 0.76 0.02 0.00 50.00 0.86 0.05 0.00 55.00 0.97 0.07 0.00 60.00 1.08 0.11 0.00 65.00 1.19 0.15 0.00 70.00 1.31 0.20 0.00 75.00 1.44 0.26 0.00 80.00 1.57 0.32 0.00 85.00 1.71 0.39 0.00 90.00 1.86 0.48 0.01 95.00 2.03 0.58 0.01 100.00 2.20 0.69 0.01 105.00 2.40 0.82 0.01 110.00 2.65 0.99 0.01 115.00 2.94 1.20 0.02 120.00 3.53 1.66 0.04 125.00 4.27 2.26 0.03 130.00 4.62 2.57 0.02 135.00 4.87 2.78 0.01 140.00 5.06 2.95 0.01 145.00 5.23 3.10 0.01 150.00 5.39 3.23 0.01 155.00 5.53 3.36 0.01 160.00 5.67 3.49 0.01 165.00 5.80 3.60 0.01 170.00 5.92 3.71 0.01 175.00 6.03 3.81 0.01 180.00 6.14 3.91 0.01 185.00 6.25 4.01 0.01 190.00 6.36 4.10 0.01 195.00 6.46 4.20 0.01 200.00 6.55 4.28 0.01 205.00 6.65 4.37 0.01 210.00 6.74 4.45 0.00 215.00 6.82 4.53 0.00 220.00 6.91 4.61 0.00 225.00 6.98 4.68 0.00 230.00 7.06 4.75 0.00 235.00 7.13 4.82 0.00 240.00 7.20 4.88 0.00 229 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 93HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: TO WESTERN PROPERTY Runoff = 0.03 cfs @ 121.26 hrs, Volume= 0.092 af, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 9,022 84 50-75% Grass cover, Fair, HSG D 9,022 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=9,022 sf Runoff Volume=0.092 af Runoff Depth>5.33" Tc=6.0 min CN=84 0.03 cfs 230 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 94HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.06 0.00 50.00 0.86 0.10 0.00 55.00 0.97 0.14 0.00 60.00 1.08 0.19 0.00 65.00 1.19 0.24 0.00 70.00 1.31 0.31 0.00 75.00 1.44 0.38 0.00 80.00 1.57 0.46 0.00 85.00 1.71 0.54 0.00 90.00 1.86 0.65 0.00 95.00 2.03 0.76 0.01 100.00 2.20 0.89 0.01 105.00 2.40 1.04 0.01 110.00 2.65 1.23 0.01 115.00 2.94 1.46 0.01 120.00 3.53 1.96 0.03 125.00 4.27 2.61 0.02 130.00 4.62 2.93 0.01 135.00 4.87 3.15 0.01 140.00 5.06 3.33 0.01 145.00 5.23 3.48 0.01 150.00 5.39 3.63 0.01 155.00 5.53 3.76 0.01 160.00 5.67 3.89 0.01 165.00 5.80 4.01 0.00 170.00 5.92 4.12 0.00 175.00 6.03 4.23 0.00 180.00 6.14 4.33 0.00 185.00 6.25 4.43 0.00 190.00 6.36 4.53 0.00 195.00 6.46 4.63 0.00 200.00 6.55 4.72 0.00 205.00 6.65 4.81 0.00 210.00 6.74 4.89 0.00 215.00 6.82 4.97 0.00 220.00 6.91 5.05 0.00 225.00 6.98 5.13 0.00 230.00 7.06 5.20 0.00 235.00 7.13 5.27 0.00 240.00 7.20 5.33 0.00 231 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 95HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: TO W 78TH ST Runoff = 0.03 cfs @ 121.26 hrs, Volume= 0.072 af, Depth> 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 2,656 80 >75% Grass cover, Good, HSG D 3,542 98 Paved parking, HSG D 6,198 Weighted Average 2,656 42.85% Pervious Area 3,542 57.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=6,198 sf Runoff Volume=0.072 af Runoff Depth>6.07" Tc=6.0 min CN=WQ 0.03 cfs 232 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 96HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.02 0.00 30.00 0.46 0.04 0.00 35.00 0.56 0.08 0.00 40.00 0.66 0.12 0.00 45.00 0.76 0.17 0.00 50.00 0.86 0.23 0.00 55.00 0.97 0.30 0.00 60.00 1.08 0.37 0.00 65.00 1.19 0.45 0.00 70.00 1.31 0.54 0.00 75.00 1.44 0.63 0.00 80.00 1.57 0.74 0.00 85.00 1.71 0.85 0.00 90.00 1.86 0.98 0.00 95.00 2.03 1.12 0.00 100.00 2.20 1.26 0.00 105.00 2.40 1.44 0.01 110.00 2.65 1.66 0.01 115.00 2.94 1.93 0.01 120.00 3.53 2.47 0.02 125.00 4.27 3.17 0.01 130.00 4.62 3.51 0.01 135.00 4.87 3.75 0.01 140.00 5.06 3.94 0.00 145.00 5.23 4.10 0.00 150.00 5.39 4.25 0.00 155.00 5.53 4.39 0.00 160.00 5.67 4.53 0.00 165.00 5.80 4.65 0.00 170.00 5.92 4.77 0.00 175.00 6.03 4.88 0.00 180.00 6.14 4.99 0.00 185.00 6.25 5.09 0.00 190.00 6.36 5.19 0.00 195.00 6.46 5.29 0.00 200.00 6.55 5.39 0.00 205.00 6.65 5.48 0.00 210.00 6.74 5.57 0.00 215.00 6.82 5.65 0.00 220.00 6.91 5.73 0.00 225.00 6.98 5.81 0.00 230.00 7.06 5.88 0.00 235.00 7.13 5.95 0.00 240.00 7.20 6.02 0.00 233 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 97HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.253 ac, 2.74% Impervious, Inflow Depth > 5.37" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.04 cfs @ 121.26 hrs, Volume= 0.113 af Outflow = 0.04 cfs @ 121.26 hrs, Volume= 0.113 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.253 ac 0.04 cfs 0.04 cfs 234 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 98HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.00 0.00 20.00 0.00 0.00 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.01 0.01 95.00 0.01 0.01 100.00 0.01 0.01 105.00 0.01 0.01 110.00 0.01 0.01 115.00 0.01 0.01 120.00 0.04 0.04 125.00 0.02 0.02 130.00 0.01 0.01 135.00 0.01 0.01 140.00 0.01 0.01 145.00 0.01 0.01 150.00 0.01 0.01 155.00 0.01 0.01 160.00 0.01 0.01 165.00 0.01 0.01 170.00 0.01 0.01 175.00 0.01 0.01 180.00 0.01 0.01 185.00 0.01 0.01 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 235 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 99HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.297 ac, 8.60% Impervious, Inflow Depth > 5.24" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.31 cfs @ 121.30 hrs, Volume= 1.441 af Outflow = 0.31 cfs @ 121.30 hrs, Volume= 1.441 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=3.297 ac 0.31 cfs 0.31 cfs 236 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 100HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.00 0.00 20.00 0.00 0.00 25.00 0.00 0.00 30.00 0.01 0.01 35.00 0.01 0.01 40.00 0.01 0.01 45.00 0.02 0.02 50.00 0.02 0.02 55.00 0.03 0.03 60.00 0.03 0.03 65.00 0.04 0.04 70.00 0.04 0.04 75.00 0.05 0.05 80.00 0.05 0.05 85.00 0.06 0.06 90.00 0.07 0.07 95.00 0.08 0.08 100.00 0.08 0.08 105.00 0.10 0.10 110.00 0.11 0.11 115.00 0.14 0.14 120.00 0.29 0.29 125.00 0.28 0.28 130.00 0.18 0.18 135.00 0.14 0.14 140.00 0.12 0.12 145.00 0.11 0.11 150.00 0.11 0.11 155.00 0.11 0.11 160.00 0.10 0.10 165.00 0.10 0.10 170.00 0.10 0.10 175.00 0.09 0.09 180.00 0.09 0.09 185.00 0.09 0.09 190.00 0.09 0.09 195.00 0.08 0.08 200.00 0.08 0.08 205.00 0.06 0.06 210.00 0.05 0.05 215.00 0.05 0.05 220.00 0.05 0.05 225.00 0.05 0.05 230.00 0.05 0.05 235.00 0.04 0.04 240.00 0.04 0.04 237 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 101HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: WATER REUSE STORAGE Inflow Area = 1.522 ac, 17.47% Impervious, Inflow Depth > 5.24" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.25 cfs @ 121.26 hrs, Volume= 0.665 af Outflow = 0.24 cfs @ 121.37 hrs, Volume= 0.663 af, Atten= 1%, Lag= 6.4 min Primary = 0.24 cfs @ 121.37 hrs, Volume= 0.663 af Routed to Pond 2P : BIOFILTRATION BASIN 1 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Automatic Starting Elev= 958.95' Surf.Area= 2,354 sf Storage= 5,030 cf Peak Elev= 959.15' @ 121.37 hrs Surf.Area= 2,354 sf Storage= 5,334 cf (304 cf above start) Plug-Flow detention time= 1,770.8 min calculated for 0.548 af (82% of inflow) Center-of-Mass det. time= 31.9 min ( 8,179.0 - 8,147.1 ) Volume Invert Avail.Storage Storage Description #1A 954.80' 0 cf 32.25'W x 73.00'L x 6.50'H Field A 15,303 cf Overall - 7,139 cf Embedded = 8,163 cf x 0.0% Voids #2A 955.30' 7,139 cf CMP Round 66 x 12 Inside #1 Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 12 Chambers in 4 Rows 30.25' Header x 23.76 sf x 2 = 1,437.4 cf Inside 7,139 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 958.95'24.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.95' / 957.95' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.24 cfs @ 121.37 hrs HW=959.15' (Free Discharge) 1=Culvert (Inlet Controls 0.24 cfs @ 1.51 fps) 238 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 102HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE - Chamber Wizard Field A Chamber Model = CMP Round 66 (Round Corrugated Metal Pipe) Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 66.0" Wide + 33.0" Spacing = 99.0" C-C Row Spacing 3 Chambers/Row x 20.00' Long +5.50' Header x 2 = 71.00' Row Length +12.0" End Stone x 2 = 73.00' Base Length 4 Rows x 66.0" Wide + 33.0" Spacing x 3 + 12.0" Side Stone x 2 = 32.25' Base Width 6.0" Stone Base + 66.0" Chamber Height + 6.0" Stone Cover = 6.50' Field Height 12 Chambers x 475.2 cf + 30.25' Header x 23.76 sf x 2 = 7,139.4 cf Chamber Storage 15,302.6 cf Field - 7,139.4 cf Chambers = 8,163.3 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,139.4 cf = 0.164 af Overall Storage Efficiency = 46.7% Overall System Size = 73.00' x 32.25' x 6.50' 12 Chambers 566.8 cy Field 302.3 cy Stone 239 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 103HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.522 ac Peak Elev=959.15' Storage=5,334 cf 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' 0.25 cfs 0.24 cfs Pond 1P: WATER REUSE STORAGE Primary Stage-Discharge Discharge (cfs) 1614121086420Elevation (feet)961 960 959 958 957 956 955 Culvert 240 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 104HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000Elevation (feet)961 960 959 958 957 956 955 Starting Elevation Field A CMP Round 66 241 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 105HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: WATER REUSE STORAGE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 5,030 958.95 0.00 5.00 0.00 5,030 958.95 0.00 10.00 0.00 5,045 958.96 0.00 15.00 0.00 5,057 958.97 0.00 20.00 0.00 5,062 958.97 0.00 25.00 0.00 5,064 958.97 0.00 30.00 0.00 5,066 958.97 0.00 35.00 0.01 5,071 958.98 0.01 40.00 0.01 5,082 958.98 0.01 45.00 0.01 5,088 958.99 0.01 50.00 0.01 5,093 958.99 0.01 55.00 0.01 5,097 958.99 0.01 60.00 0.02 5,101 959.00 0.02 65.00 0.02 5,106 959.00 0.02 70.00 0.02 5,111 959.00 0.02 75.00 0.02 5,115 959.00 0.02 80.00 0.02 5,121 959.01 0.02 85.00 0.03 5,128 959.01 0.03 90.00 0.03 5,137 959.02 0.03 95.00 0.04 5,146 959.02 0.04 100.00 0.04 5,150 959.03 0.04 105.00 0.05 5,166 959.04 0.05 110.00 0.06 5,179 959.05 0.06 115.00 0.08 5,200 959.06 0.08 120.00 0.22 5,317 959.14 0.22 125.00 0.13 5,256 959.10 0.13 130.00 0.08 5,199 959.06 0.08 135.00 0.06 5,179 959.05 0.06 140.00 0.05 5,168 959.04 0.05 145.00 0.04 5,160 959.03 0.04 150.00 0.04 5,156 959.03 0.04 155.00 0.04 5,153 959.03 0.04 160.00 0.04 5,149 959.03 0.04 165.00 0.04 5,146 959.02 0.04 170.00 0.03 5,141 959.02 0.03 175.00 0.03 5,138 959.02 0.03 180.00 0.03 5,136 959.02 0.03 185.00 0.03 5,135 959.02 0.03 190.00 0.03 5,133 959.02 0.03 195.00 0.03 5,130 959.01 0.03 200.00 0.03 5,128 959.01 0.03 205.00 0.03 5,125 959.01 0.03 210.00 0.03 5,123 959.01 0.03 215.00 0.02 5,121 959.01 0.02 220.00 0.02 5,119 959.01 0.02 225.00 0.02 5,117 959.01 0.02 230.00 0.02 5,115 959.00 0.02 235.00 0.02 5,112 959.00 0.02 240.00 0.02 5,108 959.00 0.02 242 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 106HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: BIOFILTRATION BASIN 1 Inflow Area = 1.829 ac, 14.54% Impervious, Inflow Depth > 5.17" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.29 cfs @ 121.34 hrs, Volume= 0.788 af Outflow = 0.15 cfs @ 125.33 hrs, Volume= 0.786 af, Atten= 48%, Lag= 239.7 min Primary = 0.15 cfs @ 125.33 hrs, Volume= 0.786 af Routed to Reach 2R : RILEY CREEK Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 952.63' @ 125.33 hrs Surf.Area= 4,007 sf Storage= 5,512 cf Plug-Flow detention time= 502.3 min calculated for 0.786 af (100% of inflow) Center-of-Mass det. time= 489.1 min ( 8,699.7 - 8,210.6 ) Volume Invert Avail.Storage Storage Description #1 951.00' 31,458 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 2,774 0 0 952.00 3,507 3,141 3,141 953.00 4,299 3,903 7,044 954.00 5,149 4,724 11,768 955.00 6,060 5,605 17,372 956.00 7,028 6,544 23,916 957.00 8,056 7,542 31,458 Device Routing Invert Outlet Devices #1 Primary 949.00'12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 949.00' / 947.96' S= 0.0116 '/' Cc= 0.900 n= 0.015 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 949.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 951.00'0.800 in/hr Exfiltration over Surface area #4 Device 1 952.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 955.25'10.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.15 cfs @ 125.33 hrs HW=952.63' (Free Discharge) 1=Culvert (Passes 0.15 cfs of 5.26 cfs potential flow) 2=Orifice/Grate (Passes 0.07 cfs of 1.74 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.07 cfs) 4=Orifice/Grate (Orifice Controls 0.08 cfs @ 1.23 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 243 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 107HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.829 ac Peak Elev=952.63' Storage=5,512 cf 0.29 cfs 0.15 cfs 0.15 cfs 0.00 cfs Pond 2P: BIOFILTRATION BASIN 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 65605550454035302520151050Elevation (feet)957 956 955 954 953 952 951 Exfiltration Orifice/Grate Broad-Crested Rectangular Weir 244 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 108HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 8,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)957 956 955 954 953 952 951 Custom Stage Data 245 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 109HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: BIOFILTRATION BASIN 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 951.00 0.00 0.00 0.00 5.00 0.00 0 951.00 0.00 0.00 0.00 10.00 0.00 1 951.00 0.00 0.00 0.00 15.00 0.00 8 951.00 0.00 0.00 0.00 20.00 0.00 11 951.00 0.00 0.00 0.00 25.00 0.00 13 951.00 0.00 0.00 0.00 30.00 0.00 14 951.00 0.00 0.00 0.00 35.00 0.01 17 951.01 0.01 0.01 0.00 40.00 0.01 24 951.01 0.01 0.01 0.00 45.00 0.01 33 951.01 0.01 0.01 0.00 50.00 0.01 41 951.01 0.01 0.01 0.00 55.00 0.02 48 951.02 0.02 0.02 0.00 60.00 0.02 56 951.02 0.02 0.02 0.00 65.00 0.02 63 951.02 0.02 0.02 0.00 70.00 0.02 72 951.03 0.02 0.02 0.00 75.00 0.03 80 951.03 0.02 0.02 0.00 80.00 0.03 89 951.03 0.03 0.03 0.00 85.00 0.03 101 951.04 0.03 0.03 0.00 90.00 0.04 116 951.04 0.04 0.04 0.00 95.00 0.04 131 951.05 0.04 0.04 0.00 100.00 0.05 142 951.05 0.04 0.04 0.00 105.00 0.06 197 951.07 0.05 0.05 0.00 110.00 0.07 422 951.15 0.05 0.05 0.00 115.00 0.10 893 951.31 0.06 0.06 0.00 120.00 0.26 2,817 951.91 0.06 0.06 0.00 125.00 0.16 5,507 952.63 0.15 0.15 0.00 130.00 0.09 5,308 952.58 0.11 0.11 0.00 135.00 0.07 5,136 952.54 0.08 0.08 0.00 140.00 0.06 4,941 952.49 0.07 0.07 0.00 145.00 0.05 4,656 952.41 0.07 0.07 0.00 150.00 0.05 4,326 952.33 0.07 0.07 0.00 155.00 0.05 3,967 952.23 0.07 0.07 0.00 160.00 0.04 3,581 952.12 0.07 0.07 0.00 165.00 0.04 3,179 952.01 0.07 0.07 0.00 170.00 0.04 2,761 951.89 0.06 0.06 0.00 175.00 0.04 2,330 951.76 0.06 0.06 0.00 180.00 0.04 1,906 951.63 0.06 0.06 0.00 185.00 0.04 1,500 951.51 0.06 0.06 0.00 190.00 0.04 1,111 951.38 0.06 0.06 0.00 195.00 0.03 729 951.25 0.05 0.05 0.00 200.00 0.03 357 951.13 0.05 0.05 0.00 205.00 0.03 106 951.04 0.03 0.03 0.00 210.00 0.03 97 951.03 0.03 0.03 0.00 215.00 0.03 94 951.03 0.03 0.03 0.00 220.00 0.03 91 951.03 0.03 0.03 0.00 225.00 0.03 87 951.03 0.03 0.03 0.00 230.00 0.03 83 951.03 0.03 0.03 0.00 235.00 0.02 79 951.03 0.02 0.02 0.00 240.00 0.02 73 951.03 0.02 0.02 0.00 246 Table of Contents25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Event 6 Node Listing 7 Subcat PR1A: TO WETLAND 9 Subcat PR1B: TO CREEK 11 Subcat PR1C: SITE 13 Subcat PR1D: SITE 15 Subcat PR2: TO WESTERN PROPERTY 17 Subcat PR3: TO W 78TH ST 19 Reach 1R: EX WETLAND 21 Reach 2R: RILEY CREEK 23 Pond 1P: WATER REUSE STORAGE 28 Pond 2P: BIOFILTRATION BASIN 1 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Event 32 Node Listing 33 Subcat PR1A: TO WETLAND 35 Subcat PR1B: TO CREEK 37 Subcat PR1C: SITE 39 Subcat PR1D: SITE 41 Subcat PR2: TO WESTERN PROPERTY 43 Subcat PR3: TO W 78TH ST 45 Reach 1R: EX WETLAND 47 Reach 2R: RILEY CREEK 49 Pond 1P: WATER REUSE STORAGE 54 Pond 2P: BIOFILTRATION BASIN 1 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Event 58 Node Listing 59 Subcat PR1A: TO WETLAND 61 Subcat PR1B: TO CREEK 63 Subcat PR1C: SITE 65 Subcat PR1D: SITE 67 Subcat PR2: TO WESTERN PROPERTY 69 Subcat PR3: TO W 78TH ST 71 Reach 1R: EX WETLAND 73 Reach 2R: RILEY CREEK 75 Pond 1P: WATER REUSE STORAGE 80 Pond 2P: BIOFILTRATION BASIN 1 247 Table of Contents25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC MN-RPBCWD_Snowmelt_10d_100_yr Event 84 Node Listing 85 Subcat PR1A: TO WETLAND 87 Subcat PR1B: TO CREEK 89 Subcat PR1C: SITE 91 Subcat PR1D: SITE 93 Subcat PR2: TO WESTERN PROPERTY 95 Subcat PR3: TO W 78TH ST 97 Reach 1R: EX WETLAND 99 Reach 2R: RILEY CREEK 101 Pond 1P: WATER REUSE STORAGE 106 Pond 2P: BIOFILTRATION BASIN 1 248 Project Information Calculator Version:Version 4: July 2020 Project Name:Lighthouse Assisted Living -Chanhassen User Name / Company Name:Anders Melby -Civil Site Group Date:5/14/2025 Project Description:Construction for senior housing building with associated parking, landscaping, and utility improvements. Construction Permit?:No Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 3.62 3.62 Impervious Area (acres).02 Total Area (acres)3.64 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 3.25 3.25 Impervious Area (acres) Total Area (acres)3.25 249 Summary Information Performance Goal Requirement Performance goal volume retention requirement:80 ft3 Volume removed by BMPs towards performance goal:ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.0721 acre-ft Annual runoff volume removed by BMPs:0 acre-ft Percent annual runoff volume removed:0 % Post development annual particulate P load:0.9299 lbs Annual particulate P removed by BMPs:0 lbs Post development annual dissolved P load:0.761 lbs Annual dissolved P removed by BMPs:0 lbs Total P removed by BMPs 0 lbs Percent annual total phosphorus removed:0 % Post development annual TSS load:307.2 lbs Annual TSS removed by BMPs:94.5 lbs Percent annual TSS removed:31 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 0 -Wet swale 0 0 0 0 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 0 -Wet swale 1.822 0 0 1.822 0 Particulate Phosphorus Summary 250 BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Wet swale 0.8177 0 0 0.8177 0 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Wet swale 0.669 0 0 0.669 0 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Wet swale 1.4867 0 0 1.4867 0 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Wet swale 270.1 0 94.54 175.56 35 BMP Schematic 251 252 Project Information Calculator Version:Version 4: July 2020 Project Name:Lighthouse Assisted Living -Chanhassen User Name / Company Name:Anders Melby -Civil Site Group Date:5/14/2025 Project Description:Construction for senior housing building with associated parking, landscaping, and utility improvements. Construction Permit?:No Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 2.31 2.31 Impervious Area (acres)1.34 Total Area (acres)3.65 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 2.232 2.232 Impervious Area (acres)1.2718 Total Area (acres)3.5038 253 Summary Information Performance Goal Requirement Performance goal volume retention requirement:5351 ft3 Volume removed by BMPs towards performance goal:2843 ft3 Percent volume removed towards performance goal 53 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 4.1497 acre-ft Annual runoff volume removed by BMPs:0.372 acre-ft Percent annual runoff volume removed:9 % Post development annual particulate P load:1.8624 lbs Annual particulate P removed by BMPs:1.316 lbs Post development annual dissolved P load:1.524 lbs Annual dissolved P removed by BMPs:0.702 lbs Total P removed by BMPs 2.018 lbs Percent annual total phosphorus removed:60 % Post development annual TSS load:615.2 lbs Annual TSS removed by BMPs:551.3 lbs Percent annual TSS removed:90 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Bioretention basin (with underdrain)208 2408 208 2200 9 Stormwater disconnection (Impervious disconnection) (PR1)36 71 36 35 51 Harvest and re-use/Cistern 2599 5007 2599 2408 52 Wet swale 0 35 0 35 0 Constructed stormwater pond 0 5007 0 5007 0 Sciclone Separator (MH4)0 1062 0 1062 0 Jellyfish Filter 0 2408 0 2408 0 Sciclone Separator (CBMH 12)0 3945 0 3945 0 Annual Volume Summary 254 BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Bioretention basin (with underdrain)0.1716 0.2798 0.0359 0.4155 8 Stormwater disconnection (Impervious disconnection) (PR1)0.9674 0 0.0195 0.9479 2 Harvest and re-use/Cistern 0 0.5964 0.3166 0.2798 53 Wet swale 0 0.9479 0 0.9479 0 Constructed stormwater pond 0 0.5964 0 0.5964 0 Sciclone Separator (MH4)0.5964 0 0 0.5964 0 Jellyfish Filter 0 0.2798 0 0.2798 0 Sciclone Separator (CBMH 12)2.2253 0 0 2.2253 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0.077 0.1188 0.1598 0.036 82 Stormwater disconnection (Impervious disconnection) (PR1)0.4342 0 0.0088 0.4254 2 Harvest and re-use/Cistern 0 0.5066 0.2689 0.2377 53 Wet swale 0 0.4254 0 0.4254 0 Constructed stormwater pond 0 1.2664 0.7598 0.5066 60 Sciclone Separator (MH4)0.2677 0 0 0.2677 0 Jellyfish Filter 0 0.2377 0.1189 0.1188 50 Sciclone Separator (CBMH 12)0.9987 0 0 0.9987 0 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0.063 0.4861 0.1448 0.4043 26 Stormwater disconnection (Impervious disconnection) (PR1)0.3552 0 0.0072 0.348 2 Harvest and re-use/Cistern 0 1.0361 0.55 0.4861 53 Wet swale 0 0.348 0 0.348 0 Constructed stormwater pond 0 1.0361 0 1.0361 0 Sciclone Separator (MH4)0.219 0 0 0.219 0 Jellyfish Filter 0 0.4861 0 0.4861 0 Sciclone Separator (CBMH 12)0.8171 0 0 0.8171 0 Total Phosphorus Summary 255 BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0.14 0.6049 0.3046 0.4403 54 Stormwater disconnection (Impervious disconnection) (PR1)0.7894 0 0.016 0.7734 2 Harvest and re-use/Cistern 0 1.5427 0.8189 0.7238 53 Wet swale 0 0.7734 0 0.7734 0 Constructed stormwater pond 0 2.3025 0.7598 1.5427 30 Sciclone Separator (MH4)0.4867 0 0 0.4867 0 Jellyfish Filter 0 0.7238 0.1189 0.6049 25 Sciclone Separator (CBMH 12)1.8158 0 0 1.8158 0 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)25.43 12.54 30.98 6.99000000000001 82 Stormwater disconnection (Impervious disconnection) (PR1)143.41 0 98.44 44.97 69 Harvest and re-use/Cistern 0 129.6 68.79 60.81 53 Wet swale 0 44.97 15.74 29.23 35 Constructed stormwater pond 0 324.01 194.41 129.6 60 Sciclone Separator (MH4)88.41 0 32.27 56.14 37 Jellyfish Filter 0 60.81 48.65 12.16 80 Sciclone Separator (CBMH 12)329.89 0 62.02 267.87 19 BMP Schematic 256 257 Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 Memorandum FROM: Anders Melby (Civil Site Group) DATE: 5-14-2025 RE: Pretreatment Removal Efficiencies for MH4 & CBMH12 The TSS removal efficiencies of SciClone Hydrodynamic Separators were modeled in the SHSAM software created by Barr Engineering on May 14, 2025. The inputs and resultant removal efficiency for each proposed SciClone are in the table below. The output data can be found in appended to this report. While one model SC-4-V SciClone structure provides the minimum 10% removal required reflected in the project’s proposed MIDS model, two units are specified for the two separate inlets to the underground storage (MH 13 and MH 14). While this will provide additional TSS removal than one single unit as modeled, the units were not modeled separately. SHSAM Input Data MH 4 CBMH 12 BMP Weather Station Weather Dates Particle Size NURP-PSD Area (ac) 0.319 1.203 Impervious (%) 83% 82% Hydraulic Length (ft) 315 650 Average Slope (%) 1% 0.5% CN (pervious) 84 84 Temp (f) Influent Conc (mg/l) Removal (%) 36.5% 18.8% 55 SciClone Golden Valley, MN 1995 - 2007 68 Thank you, Anders Melby, PE Civil Site Group 258 CBMH 12 Name Model Year Output "Removal" Efficiency (%)Annual Load (lbs)Load Removed (lbs)Deposit (in) SciCloneX 4 1995 20 298.1 59.8 0.57 SciCloneX 6 1995 26 298.1 76 0.32 SciCloneX 8 1995 32 298.1 96.4 0.23 SciCloneX 10 1995 36 298.1 108.4 0.17 SciCloneX 4 1996 20 301.3 61.6 0.59 SciCloneX 6 1996 26 301.3 78.2 0.33 SciCloneX 8 1996 33 301.3 98.8 0.24 SciCloneX 10 1996 37 301.3 110.9 0.17 SciCloneX 4 1997 16 366.2 60.6 0.58 SciCloneX 6 1997 21 366.2 77.9 0.33 SciCloneX 8 1997 27 366.2 99.8 0.24 SciCloneX 10 1997 31 366.2 112.9 0.17 SciCloneX 4 1998 19 260.5 50.4 0.48 SciCloneX 6 1998 25 260.5 64.1 0.27 SciCloneX 8 1998 31 260.5 81.3 0.19 SciCloneX 10 1998 35 260.5 91.5 0.14 SciCloneX 4 1999 21 163 33.8 0.32 SciCloneX 6 1999 26 163 42.8 0.18 SciCloneX 8 1999 33 163 54.2 0.13 SciCloneX 10 1999 37 163 60.8 0.09 SciCloneX 4 2000 17 332.2 57.9 0.55 SciCloneX 6 2000 22 332.2 74.2 0.32 SciCloneX 8 2000 28 332.2 94.7 0.23 SciCloneX 10 2000 32 332.2 106.9 0.16 SciCloneX 4 2001 21 261.8 53.9 0.52 SciCloneX 6 2001 26 261.8 68.4 0.29 SciCloneX 8 2001 33 261.8 86.5 0.21 SciCloneX 10 2001 37 261.8 97.2 0.15 SciCloneX 4 2002 18 293.3 54.2 0.52 SciCloneX 6 2002 24 293.3 69.3 0.29 SciCloneX 8 2002 30 293.3 88.2 0.21 SciCloneX 10 2002 34 293.3 99.6 0.15 SciCloneX 4 2003 18 276.3 50.2 0.48 SciCloneX 6 2003 23 276.3 64.1 0.27 SciCloneX 8 2003 30 276.3 81.7 0.2 SciCloneX 10 2003 33 276.3 92.2 0.14 SciCloneX 4 2004 20 263.3 52.1 0.5 SciCloneX 6 2004 25 263.3 66.3 0.28 SciCloneX 8 2004 32 263.3 84.1 0.2 SciCloneX 10 2004 36 263.3 94.7 0.14 SciCloneX 4 2005 18 327.7 57.9 0.55 SciCloneX 6 2005 23 327.7 74.2 0.32 SciCloneX 8 2005 29 327.7 94.6 0.23 SciCloneX 10 2005 33 327.7 107 0.16 SciCloneX 4 2006 19 190.6 35.7 0.34 SciCloneX 6 2006 24 190.6 45.5 0.19 SciCloneX 8 2006 30 190.6 57.8 0.14 SciCloneX 10 2006 34 190.6 65.1 0.1 SciCloneX 4 2007 18 219.5 38.6 0.37 SciCloneX 6 2007 22 219.5 49.4 0.21 SciCloneX 8 2007 29 219.5 63 0.15 SciCloneX 10 2007 32 219.5 71.3 0.11 Name Model Total Load (lbs)Total Load Removed (lbs)Removal Efficiency (%)Model Height (ft)Model Diameter (ft)Pipe Diameter (inches) SciCloneX 4 3554 667 18.8 3.5 4 24 SciCloneX 6 3554 850 23.9 4.8 6 36 SciCloneX 8 3554 1081 30.4 7.5 8 48 SciCloneX 10 3554 1219 34.3 9 10 60 MH 4 Name Model Year Output "Removal" Efficiency (%)Annual Load (lbs)Load Removed (lbs)Deposit (in) SciCloneX 4 1995 39 79.8 31.2 0.3 SciCloneX 6 1995 47 79.8 37.4 0.16 SciCloneX 8 1995 56 79.8 44.4 0.11 SciCloneX 10 1995 60 79.8 48.3 0.07 SciCloneX 4 1996 40 80.6 32.4 0.31 SciCloneX 6 1996 48 80.6 38.8 0.16 SciCloneX 8 1996 57 80.6 45.8 0.11 259 SciCloneX 10 1996 62 80.6 49.8 0.08 SciCloneX 4 1997 32 97.9 31.6 0.3 SciCloneX 6 1997 39 97.9 38.4 0.16 SciCloneX 8 1997 47 97.9 46.4 0.11 SciCloneX 10 1997 52 97.9 51 0.08 SciCloneX 4 1998 38 69.9 26.9 0.26 SciCloneX 6 1998 46 69.9 32.2 0.14 SciCloneX 8 1998 55 69.9 38.3 0.09 SciCloneX 10 1998 60 69.9 41.6 0.06 SciCloneX 4 1999 40 43.6 17.4 0.17 SciCloneX 6 1999 48 43.6 20.8 0.09 SciCloneX 8 1999 57 43.6 24.7 0.06 SciCloneX 10 1999 62 43.6 26.8 0.04 SciCloneX 4 2000 34 88.9 30.6 0.29 SciCloneX 6 2000 42 88.9 37 0.16 SciCloneX 8 2000 50 88.9 44.3 0.11 SciCloneX 10 2000 55 88.9 48.5 0.07 SciCloneX 4 2001 40 70 27.8 0.27 SciCloneX 6 2001 48 70 33.3 0.14 SciCloneX 8 2001 56 70 39.5 0.09 SciCloneX 10 2001 61 70 42.9 0.07 SciCloneX 4 2002 35 78.5 27.7 0.26 SciCloneX 6 2002 43 78.5 33.5 0.14 SciCloneX 8 2002 51 78.5 40.1 0.1 SciCloneX 10 2002 56 78.5 43.9 0.07 SciCloneX 4 2003 34 73.9 25.3 0.24 SciCloneX 6 2003 42 73.9 30.7 0.13 SciCloneX 8 2003 50 73.9 36.8 0.09 SciCloneX 10 2003 54 73.9 40.2 0.06 SciCloneX 4 2004 38 70.4 26.4 0.25 SciCloneX 6 2004 45 70.4 31.8 0.14 SciCloneX 8 2004 54 70.4 37.9 0.09 SciCloneX 10 2004 59 70.4 41.3 0.06 SciCloneX 4 2005 35 87.7 30.6 0.29 SciCloneX 6 2005 42 87.7 37 0.16 SciCloneX 8 2005 50 87.7 44.3 0.11 SciCloneX 10 2005 55 87.7 48.5 0.07 SciCloneX 4 2006 37 51 18.8 0.18 SciCloneX 6 2006 44 51 22.6 0.1 SciCloneX 8 2006 53 51 26.9 0.06 SciCloneX 10 2006 58 51 29.3 0.04 SciCloneX 4 2007 35 58.8 20.7 0.2 SciCloneX 6 2007 43 58.8 25 0.11 SciCloneX 8 2007 51 58.8 30 0.07 SciCloneX 10 2007 56 58.8 32.8 0.05 Name Model Total Load (lbs)Total Load Removed (lbs)Removal Efficiency (%)Model Height (ft)Model Diameter (ft)Pipe Diameter (inches) SciCloneX 4 951 347 36.5 3.5 4 24 SciCloneX 6 951 419 44 4.8 6 36 SciCloneX 8 951 499 52.5 7.5 8 48 SciCloneX 10 951 545 57.3 9 10 60 260 January 5, 2018 Project Number: 17-1039 Mr. Patrick Sarver Civil Site Group, Inc. 4931 W 35th Street, Suite 200 St. Louis Park, MN 55416 RE: Geotechnical Exploration Report, Proposed Senior Living Facility, 1620 and 1660 Arboretum Boulevard, Chanhassen, Minnesota Dear Mr. Sarver, We have completed the geotechnical exploration report for the proposed senior living facility at 1620 and 1660 Arboretum Boulevard in Chanhassen, Minnesota. A brief summary of our results and recommendations is presented below. The soil borings completed with the building area encountered about 1 foot of vegetation and topsoil along with previously placed Fill that extended to depths ranging from about 12 to 29 feet below the ground surface. The Fill was composed of mostly clayey soils that contained organics, roots and fibers, and pieces of wood and concrete. Below the topsoil and Fill, the borings encountered native clayey soils that extended to the termination depths of the soil borings. The underlying native clays, in our opinion, are generally suitable for foundation support, but portions of the native clays had a soft consistency. The vegetation, topsoil, Fill and soft clay soils are not suitable for foundation support and will need to be removed from within the building and oversize areas and replaced with suitable compacted engineered fill. The deepest deposits of Fill and/or soft native soils (about 29 feet) was encountered on the western portion of the site near boring SB-1 with soil borings elsewhere generally encountering about 12 to 17 feet of Fill and/or soft native soil. Soil corrections extending to about 29 feet may not be cost effective and, if possible, moving the building to the east might result in reduced soil corrections and the associated costs. If the building will include a lower level, removal of a significant portion of the Fill soil would likely be incidental to construction. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. 261 Thank you for the opportunity to assist you on this project. If you have any questions or need additional information please contact Paul Gionfriddo at 612-271-8185 or Brett Maki at 612-269-4027. HAUGO GEOTECHNICAL SERVICES, LLC Brett S. Maki, P.E. Paul Gionfriddo, P.E. Project Engineer Senior Engineer 262 G EOTECHNICAL EXPLORAT ION REPORT PROJECT: Proposed Senior Living Facility NW Quadrant of Highway 5 and Audubon Road Chanhassen, Minnesota PREPARED FOR: Civil Site Group, Inc. 4931 W 35th Street, Suite 200 St. Louis Park, MN 55416 PREPARED BY: Haugo GeoTechnical Services LLC 2825 Cedar Avenue S Minneapolis, MN 55407 Haugo GeoTechnical Services Project: 17-1039 January 5, 2018 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number 23093 Expires June 2018 263 TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 4 3.3 Laboratory Testing 5 3.4 OSHA Soil Classification 5 4.0 DISCUSSION AND RECOMMENDATIONS 5 4.1 Proposed Construction 5 4.2 Discussion 6 4.3 Foundation Preparation 7 4.4 Dewatering 8 4.5 Retaining Walls 8 4.6 Interior Slabs 9 4.7 Exterior Slabs 10 4.8 Site Grading and Drainage 10 4.9 Utilities 11 4.10 Bituminous Pavements 11 4.11 Materials and Compaction 12 5.0 CONSTRUCTION CONSIDERATIONS 12 5.1 Excavation 12 5.2 Observations 13 5.3 Backfill and Fills 13 5.4 Testing 13 5.5 Winter Construction 13 6.0 PROCEDURES 13 6.1 Soil Classification 13 6.2 Groundwater Observations 14 7.0 GENERAL 14 7.1 Subsurface Variations 14 7.2 Review of Design 14 7.3 Groundwater Fluctuations 14 7.4 Use of Report 15 7.5 Level of Care 15 APPENDIX 17 Boring Location Sketch GPS Boring Locations Soil Boring Logs, SB-1 thru SB-8 Descriptive Terminology 264 1 1.0 INTRODUCTION 1.1 Project Description Civil Site Group, Inc. is preparing design and construction documents for a proposed senior living facility on two parcels located at 1620 and 1660 Arboretum Boulevard in Chanhassen MN. The project will also include constructing the associated parking, drive lanes, and underground utilities. Civil Site Group requested a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed senior living center and provide recommendations for site development. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design, pavement design and construction of the proposed senior living center. 1.3 Site Description The project site consists of two parcels totaling 3.5 acres and is located at 1620 and 1660 Arboretum Boulevard in Chanhassen, MN. The lot was mostly open, and grass covered, with mature trees along the perimeter of the site. Riley Creek runs along the northern border of the site from nearby Lake Ann, which is about 1000 feet to the north of the site. The ground surface slopes to the north, with elevations at the soil boring locations ranging from about 958 ½ to 972 ½ feet mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services LLC proposal dated October 31, 2017 and under the terms of our General Conditions. Our scope of services was generally limited to the following tasks: • Completing five (5) standard penetration test borings in the building area, extending to a nominal depth of 30 feet. • Completing three (3) standard penetration test borings in the pavement areas, extending to a nominal depth of 10 feet. One boring was extended to 15 feet due to the presence of existing Fill soils. • Obtaining GPS coordinates and elevations at the soil boring locations. • Visually/manually classifying soil samples recovered from the soil borings. • Performing laboratory tests on select soil samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing soil and groundwater conditions, and providing recommendations for foundation and pavement design. 265 2 1.5 Documents Provided We provided with a Surveyor’s Certificate of the property which was prepared by Sunde Land Surveying, LLC and dated December 5, 2005. The Surveyor’s Certificate showed the property boundaries, city street(s) and existing topography. We were also provided a copy of a geotechnical engineering report prepared by STS Consultants dated January 13, 2006. The report presented the results of 10 soil borings taken across the project site. Briefly, the borings generally encountered about 6 to 15 feet of Fill overlying native glacial till deposits. The Fill was reported to contain “mixed organic bands” and possibly pieces of concrete. The report was prepared for construction of a surface parking lot with the potential for a future parking ramp. The report indicated that the soil conditions were generally suitable for support of a surface parking lot but soil corrections or a deep foundation system would be required to support a parking structure. 1.6 Locations and Elevations The soil boring locations were selected by Haugo GeoTechnical Services (HGTS) based on the anticipated construction and site access. The ground surface elevations at the soil boring locations were obtained by HGTS using GPS measuring equipment. The GPS measurements were based on the MN County Coordinate System (Carver County) in US Survey Feet using the GEOID09 (Conus) model. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The GPS boring locations are shown on Figure 2 in the Appendix. 2.0 FIELD PROCEDURES The standard penetration test borings were performed on December 18th, 19th and 20th, 2017 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring log. The samples were sealed in containers and provided to HGTS for testing and soil classification. Soil samples recovered from the borings were classified in general accordance with ASTM 2488, “Description and Identification of Soils (Visual/Manual Procedures). A field log of each boring was prepared by the HGTS drill crew. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. 266 3 The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions Building Borings Soil borings SB-1 through SB-5 were completed within the proposed building footprint. These soil borings encountered about 1 foot of topsoil at the surface that consisted predominantly of silty clay. The topsoil contained some roots and was black to dark brown in color. Below the topsoil the borings encountered Fill materials that extended to depths ranging from about 12 to 29 feet below the ground surface. The Fill consisted of a variety of soil types consisting primarily of sandy lean clay with lesser amounts of silty clay, silty sand and sandy clay. The Fill varied in color from brown to dark brown to grey to black, and contained traces of organics, fibers, roots, wood, gravel and concrete. Below the topsoil and Fill the soil borings generally encountered native alluvial soils and/or glacial till soils that extended to the termination depths of the soil borings. The alluvial soils consisted of lean clay that was grey to mottled brown and grey in color, and portions contained traces of gravel. The penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs within the alluvial soils ranged from 2 to 9 bpf. These values indicate the alluvial soils had a soft to rather stiff consistency. The glacial till soils consisted of sandy lean clay that was grey in color and contained traces of gravel. N-Values within the glacial till soils ranged from 9 to 13 bpf. These values indicate the glacial till soils had a rather stiff to stiff consistency. Parking Lot Borings Soil borings SB-6 to SB-8 were completed within the proposed parking areas on the north and east sides of the building. These soil borings encountered about 1 foot of topsoil at the surface that consisted predominantly of silty clay. The topsoil was black to dark brown in color. Borings SB-6 and SB-7 encountered native glacial till soils below the topsoil that extended to the termination depths of the soil borings. The glacial till was composed of sandy lean clay that was brown in color and contained traces of gravel and rust staining. N-Values within the glacial till soils ranged from 6 to 17 bpf. These values indicate the glacial till soils h ad a medium to very stiff consistency. 267 4 Boring SB-8 encountered about 11 feet Fill below the topsoil. The Fill was composed of silty sand and sandy lean clay that was black in color and contained traces of organics, wood and gravel. The topsoil and Fill were underlain by native alluvial soils that extended to the termination depth of the boring. The alluvial soils consisted of lean clay that was mottled brown and grey in color and contained traces of rust staining and gravel. N-Values within the alluvial soils ranged from 6 to 12 bpf. These values indicate the glacial till soils had a medium to rather stiff consistency. 3.2 Groundwater Groundwater was encountered in soil borings SB-1 to SB-5 while drilling and sampling or after removing the augers from the boreholes at depths ranging from 17 to 25 feet below the ground surface, corresponding to an elevation range of 946 to 950 feet MSL. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature the Fill, alluvial and glacial till soils encountered, it is likely that insufficient time was available for possible perched groundwater to seep into the bore hole and rise to its hydrostatic level. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. The water level of Riley Creek along the north border of the site ranges between about 946 to 950 feet MSL. Lake Ann is located about 1000 feet to the north of the site. The MN DNR reports the Ordinary High Water Level (OHW) of Lake Ann to be 955.5 feet MSL. 3.3 Laboratory Testing Laboratory moisture content tests and organic content tests were performed on selected samples recovered from the soil borings. Laboratory moisture contents ranged from about 14 to 26 percent. These values indicate that portions of the soils were likely well above their assumed optimum soil moisture contents. Organic contents ranged from about 3 ½ to 7 ½ percent indicating the soils were slightly organic to organic. Results of the laboratory moisture content tests are also shown on the boring logs adjacent to the sample tested. 268 5 Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%)* Organic Content (%)* SB-1 S-25 5 14 3 ½ SB-1 S-26 7 ½ 19 ½ - SB-1 S-28 12 ½ 25 5 SB-1 S-31 20 26 4 ½ SB-2 S-16 7 ½ 18 ½ - SB-3 S-4 7 ½ 15 ½ - SB-4 S-49 5 15 - SB-4 S-50 7 ½ 24 ½ 7 SB-5 S-38 5 17 ½ - SB-6 S-65 5 19 ½ - SB-7 S-60 5 18 - SB-8 S-71 7 ½ 24 ½ 7 ½ *Moisture content and organic content tests were rounded to the nearest ½ percent 3.4 OSHA Soil Classification The soil encountered in the borings consisted predominantly of cohesive (clay) soils consisting of sandy lean clay and silty clay, meeting the ASTM Classifications CL and CL-ML. The site soils will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Based on correspondence with Civil Site Group, we understand that specific plans for the senior living facility have not been finalized. Preliminary plans indicate that the building will likely be a single-story slab on-grade structure but could include a lower level. Specific structural drawings or design information was not available at the time of this report but based on the anticipated construction we assumed the building will include cast in-place concrete or masonry block foundation walls supported on concrete spread footings. Above grade construction is anticipated to include wood framing with a pitched roof and asphalt shingles. Based on these assumptions we anticipate perimeter footing loads on the order of 2 to 3 kips per lineal foot and interior column loads, if any, will be less than 100 kips. We anticipate the main floor will bear at or near existing site grades corresponding to about elevation 970. We further anticipate that soil bearing pressure(s) of 3,000 pounds per square foot (psf) will be required for foundation support. We have attempted to describe our understanding of the project. If the proposed loads exceed these values or if the design or location of the proposed building changes, we should be informed. Additional analyses and revised recommendations may be necessary. 269 6 4.2 Discussion The borings completed with the building area (SB-1 to SB-5) encountered about 1 foot of vegetation and topsoil along with previously placed Fill that extended to depths ranging from 12 to 29 feet below the ground surface. Underlying the topsoil and Fill, the borings encountered native alluvial clays and/or glacial till clay soils that extended to the termination depths of the soil borings. The soil conditions encountered in our soil borings were generally consistent with those identified and described in the STS Consultants geotechnical report. The vegetation and topsoil are compressible and not suitable for foundation support and will need to be removed and replaced with suitable compacted engineered fill to provide adequate foundation support. The Fill was composed of a variety of soil types, consisting of sandy lean clay, silty clay, silty sand and clayey sand and contained organics, fibers, wood and concrete. In addition, the Fill varied in color with much of it black in color. Laboratory test results indicated it was slightly organic to organic. Organic soils or soil containing organic materials are generally compressible and poor-quality soil for foundation support. In addition, portions of the alluvial clay soils had a soft to rather soft consistency. The soft clays are also generally compressible and likewise, are poor-quality soil for foundation support. For these reasons we do not recommend supporting the proposed senior living facility on the Fill or soft alluvial clays. The underlying stiffer native alluvial clays and glacial till clay soils, in our opinion, are generally suitable for foundation support. The deepest deposits of Fill and/or soft native soils (about 29 feet) was encountered in soil boring SB-1 with soil borings SB-2 thru SB-5 generally encountering about 12 to 17 feet of Fill and/or soft native soil. Soil corrections extending to about 29 feet may not be cost effective and if possible, moving the building to the east might result in reduced soil corrections and the associated costs. If the building will include a lower level, removal of a significant portion of the Fill and soft native soil would likely be incidental to construction. As noted above much of the Fill was “black” in color and slightly organic to organic and will likely not be suitable for re-use as structural fill. It may be possible to reuse these soil in “green areas” such as landscaping berms. Soil borings SB-6 and SB-7 were completed in the proposed parking areas on the east side of the building. The ground surface in the vicinity of these borings was near elevation 958 ½. We assume the parking lot(s) will match the approximate main floor elevations of the building which is anticipated to be near 971. Because of that we anticipate that about 12 to 13 feet of fill could be required to attain parking lot grades. Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We anticipate that groundwater will be encountered during deeper soil corrections and anticipate that dewatering will be required. The following sections provide recommendations for supporting the proposed senior living facility on typical frost depth footing following soil corrections. 270 7 4.3 Foundation Preparation Excavations We recommend that all vegetation, topsoil, existing Fill, soft alluvial clays or other unsuitable soils be removed from the proposed building and oversize areas. Table 2 below summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 2. Anticipated Grading Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Groundwater Elevation (feet)* SB-1 970.0 29 941 950 SB-2 969.8 13 957 949 ½ SB-3 972.7 17 955 ½ 947 ½ SB-4 964.6 17 947 ½ 947 ½ SB-5 971.0 17 954 946 SB-6 958.7 1 (Parking) 957 ½ NE SB-7 958.3 1 (Parking) 957 ½ NE SB-8 967.9 1 (Parking) 967 NE *Excavation depths and elevations were rounded to the nearest ½ foot. NE = Not Encountered Oversizing In areas where the excavations extend below the proposed footing elevations, the excavation requires oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Additional fill required to attain site grades can consist of any non-organic mineral soil provided it is free of debris or other deleterious materials. As mentioned in the Discussion section, the existing Fill was mostly black in color and slightly organic to organic. The existing Fill will generally not be suitable for re-use as structural fill. It may be possible to reuse these soil in “green areas” such as landscaping berms. If construction is anticipated to occur during the winter months we recommend granular material meeting the ASTM Classification SP or SP-SM for ease in compaction. For backfill/fill within 3 feet of the groundwater table we recommend using granular soil with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. Backfilling We recommend that engineered fill placed to establish foundation grades be compacted to a minimum of 98 percent of its standard Proctor density (ASTM D 698). We recommend that engineered fill placed to establish floor slab grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils, if any, should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts 271 8 and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet we recommend that compaction levels be increased to minimum of 100 percent of the materials standard Proctor density. Even with the increased compaction levels a construction delay may be appropriate to allow for post construction settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soil to reduce the potential for slip planes to develop between the fill and underlying soil. We recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. The interior footings may be placed immediately below the floor slab provided construction does not occur during below freezing weather conditions. Footings in unheated should bear at least 5 feet below grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill over native clay soils. With the building pad prepared as recommended it is our opinion the footings can be designed for a net allowable bearing pressure up to 3,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively across an approximate 30-foot span. 4.4 Dewatering Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We anticipate that groundwater will be encountered during deeper soil corrections anticipate that dewatering will be required. Where dewatering is required we recommend the groundwater level be temporarily lowered to a minimum of 2 feet below the lowest anticipated excavation elevation to allow for construction. We recommend that a dewatering contractor be consulted to review the soil boring logs, develop a dewatering plan and evaluate the impact of dewatering on adjacent structures. 4.5 Below Grade Walls We anticipate that the proposed building will be a slab on-grade structure with no below grade or basement levels. However, we understand that building design has not been finalized and the building could include a lower level. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. We recommend general waterproofing of the below grade walls even with the use of free-draining backfill because of the potential cost impacts 272 9 related to seepage after construction. Unless a drainage composite is placed against the backs of the exterior perimeter below-grade walls we recommend that backfill placed within 2 feet of those wall consist of sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. We recommend the following soil parameters be used for below grade/retaining wall design, shown in Table 3. These design parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 3. Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 125 32 55 35 400 Clays (CL) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.6 Interior Slabs We anticipate that the floor subgrade will consist of a “sand cushion” over compacted clay fill. For “clean” sand (SP or SP-SM) soils a subgrade modulus (k value) of 200 pounds per square inch of deflection may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. 273 10 We recommend following all state and local building codes in regards to a radon mitigation plan beneath interior slabs. 4.7 Exterior Slabs Portions of the exterior slabs will likely be underlain by silty and clayey soils which are considered moderately frost susceptible. If the silty/clayey soils become saturated and freeze, significant heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost - susceptible soils below the slabs down to bottom of footing grades, and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. Sand meeting this gradation is likely not available on - site. If this approach is used and the excavation bottoms terminate in non-free draining granular soil we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to 12 inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed building. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition , we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to maintain at least a 4-foot separation between the lowest floor slab and observed groundwater and at least a 2-foot separation between the lowest floor slab and 100 year flood levels of any adjacent surface water features such as wetlands, ponds or creeks. 274 11 4.9 Utilities We anticipate that the utilities will be supported on engineered fill placed following soil corrections or native alluvial and glacial till soils which in our opinion are suitable for pipe support. We recommend removing all topsoil, Fill, very loose/soft or other unsuitable soil, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas we recommend a minimum compaction of 90 percent. Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We do not anticipate that groundwater will be encountered during utility construction and do not anticipate that dewatering will be required. 4.10 Bituminous Pavements We recommend that pavements be designed and constructed in accordance with City of Chanhassen standard plates. The following paragraphs provide general pavement recommendations in the absence of City of Chanhassen standard plates. We anticipate that the parking areas will be used predominantly by automobiles and light trucks with occasional use by heavier vehicles including but not limited to food service delivery trucks and garbage trucks. Based on the assumed traffic types we anticipate that both light duty and heavy duty pavements will be required. Based on the assumed traffic types we estimate the light duty pavements will be subjected to Equivalent Single Axel Loads (ESAL’s) up to 50,000 over a design life of 20 years and heavy duty pavements will be subjected to ESAL’s up to about 75,000 over a 20 year design life. We recommend removing all vegetation, topsoil or other unsuitable materials from beneath the pavement subgrade. We recommend the existing Fill soils be further evaluated during construction. Prior to placing the aggregate base we recommend compacting and proof- rolling the subgrade soil to provide a more uniform surface and to identify soft, weak, loose or unstable areas that may require additional subcuts. As mentioned in the Discussion section, soil borings SB-6 and SB-7 were completed in the proposed parking areas on the east side of the building. The ground surface in the vicinity of these borings was near elevation 958 ½. We assume the parking lot(s) will match the approximate main floor elevations of the building which is anticipated to be near 971. Because of that we anticipate that about 12 to 13 feet of fill will be required to attain parking lot grades. Backfill to attain pavement subgrade elevation can consist of any mineral soil provided it is free of organic material or other deleterious materials. Granular fill classified as SP or SP-SM, if used, should be placed within 65 percent to 105 percent of its optimum moisture content as 275 12 determined by the standard Proctor. Other fill soils should be placed with moisture contents within a range of 1 percentage point below and 3 percentage points above its optimum moisture content. The upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. R-Value testing was beyond the scope of this project. The soil borings generally encountered cohesive soils corresponding to the ASTM Classification of CL which typically have R-Values ranging from 6 to 18. It is our opinion that an R-Value of 12 can be used for pavement design. It should be noted that the pavement sections presented below are not absolutes. Depending on serviceability expectations, material availability, and cost, there will be circumstances under which alternative sections will be more practicable. The placement of a sand subbase to support the pavements could potentially reduce the required pavement sections. For light duty pavements subjected to a maximum of 50,000 ESAL’s and a subgrade R-Value of 12 we recommend a pavement section consisting of a minimum of 3 ½ inches of bituminous over a minimum of 9 inches of MN/DOT Class 5 aggregate base. For medium to heavy duty pavements subjected to a maximum of 75,000 ESAL’s and a subgrade R-Value of 12 we recommend a pavement section consisting of a minimum of 4 inches of bituminous over a minimum of 12 inches of MN/DOT Class 5 aggregate base. 4.11 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28 day compressive strength of 4,000 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soil encountered in the borings consisted predominantly of cohesive (clay) soils meeting the ASTM Classifications CL and CL-ML. The site soils will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may 276 13 still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions then temporary shoring may be required. 5.2 Observations A geotechnical engineer or qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills Site soils that will be excavated and reused as backfill and fill appear to be above their assumed optimum moisture content. We anticipate it might be necessary to moisture condition (dry) these soils to achieve the recommended compaction. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed during construction of the facility. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the boring s in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure)”. Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a geotechnical engineer. Samples will be retained for a period of 30 days. 277 14 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the borings, the hole was checked for the presence of groundwater. Again, at the end of the drilling day, the borings were re- checked for the presence of groundwater with the levels and time delay being noted on the boring logs. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the borings, the nature of which may not become apparent until additional exploration work is completed or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring logs. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 278 15 7.4 Use of Report This report is for the exclusive use of Civil Site Group, Inc. and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. 279 APPENDIX 280 SB-4 SB-5 Haugo GeoTechnical Services, LLC 2825 Cedar Avenue S. Minneapolis, MN 55407 Figure #: 1 Drawn By: AY Date: 12/16/17 Scale: None Project #: 17-1039 Soil Boring Location Sketch 1620 & 1660 Arboretum Boulevard Chanhassen, Minnesota Approximate Soil Boring Location SB-6 SB-1 SB-2 SB-3 SB-7 SB-8 281 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, dark brown and black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, grey and black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, brown and black, moist. (FILL) Clayey Sand, trace Gravel, trace Organics, with Concrete at 22 1/2 feet, with Wood at 27 1/2 feet, black, wet. (FILL) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 23 SS 24 SS 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 SS 33 SS 34 SS 35 8-3-4 (7) 4-6-7 (13) 4-3-5 (8) 3-3-5 (8) 3-2-8 (10) 4-4-12 (16) 2-2-4 (6) 1-1-1 (2) 2-3-18 (21) 2-1-2 (3) 4-3-3 (6) 4-4-5 (9) 14 19.5 25 26 NOTES GROUND ELEVATION 970 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 20.00 ft / Elev 950.00 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 282 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Roots, brown and dark brown, moist. (FILL) Silty Sand, fine to coarse grained, with Gravel, brown, moist. (FILL) Sandy Lean Clay, trace Gravel, brown and dark brown, moist. (FILL) Silty Clay, black, moist. (FILL) (CL) Sandy Lean Clay, trace Gravel, grey, moist, medium. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, rust staining, mottled brown and grey, moist, medium. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 13 SS 14 SS 15 SS 16 SS 17 SS 18 SS 19 SS 20 SS 21 SS 22 3-3-5 (8) 2-3-4 (7) 2-3-3 (6) 3-11-7 (18) 4-3-3 (6) 3-5-3 (8) 3-5-8 (13) 5-4-6 (10) 3-5-7 (12) 18.5 NOTES GROUND ELEVATION 969.8 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/18/17 COMPLETED 12/18/17 AT TIME OF DRILLING 20.00 ft / Elev 949.80 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING 20.40 ft / Elev 949.40 ft with Cave-In Depth of 24 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 283 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Organics, brown and black, moist. (FILL) Sandy Lean Clay, trace Gravel, brown, moist. (FILL) Clayey Sand, fine to medium grained, with Gravel, trace Wood, dark brown, moist. (FILL) (CL) Lean Clay, trace Gravel, grey, moist to wet, rather soft to medium. (Alluvium) (CL) Lean Clay, trace Gravel, mottled brown and grey, moist to wet, mediuim. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, brown, moist, rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, moist, stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 SS 9 SS 10 SS 11 SS 12 2-3-5 (8) 2-3-4 (7) 2-3-6 (9) 3-3-4 (7) 4-5-7 (12) 6-9-10 (19) 2-3-4 (7) 1-2-3 (5) 2-3-3 (6) 3-5-5 (10) 3-6-7 (13) 15.5 NOTES GROUND ELEVATION 972.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 25.00 ft / Elev 947.70 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 284 Silty Clay, dark brown, moist. (Topsoil) Sandy Lean Clay, trace Gravel, brown, moist. (FILL) Silty Clay, trace Gravel, black, moist. (FILL) Silty Clay, trace Organics, grey and black, moist. (FILL) (CL) Lean Clay, mottled brown and grey, wet, soft. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 47 SS 48 SS 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 SS 56 SS 57 3-3-4 (7) 2-3-4 (7) 3-5-5 (10) 2-3-4 (7) 1-1-1 (2) 1-2-2 (4) 3-7-8 (15) 3-5-7 (12) 6-5-8 (13) 3-6-9 (15) 15 24.5 NOTES GROUND ELEVATION 964.6 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING 17.00 ft / Elev 947.60 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 5 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 285 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Wood, trace Fibers, brown, moist to wet. (FILL) Sandy Lean Clay, trace Gravel, trace Fibers, brown and grey, wet. (FILL) Sandy Lean Clay, trace Gravel, trace Fibers, grey and black, wet. (FILL) Silty Sand, fine to coarse grained, with Gravel, black, wet. (FILL) (CL) Lean Clay, trace Gravel, mottled brown and grey, wet, rather soft to rather stiff. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 36 SS 37 SS 38 SS 39 SS 40 SS 41 SS 42 SS 43 SS 44 SS 45 SS 46 3-3-5 (8) 3-3-4 (7) 2-2-3 (5) 1-1-2 (3) 2-2-2 (4) 4-6-7 (13) 2-3-2 (5) 2-5-4 (9) 3-6-7 (13) 3-5-7 (12) 17.5 NOTES GROUND ELEVATION 971 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 25.00 ft / Elev 946.00 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 10 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 286 Silty Clay, black, moist. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist, medium to stiff. (Glacial Till) Bottom of borehole at 11.0 feet. AU 63 SS 64 SS 65 SS 66 SS 67 2-3-3 (6) 2-3-4 (7) 4-5-6 (11) 4-6-7 (13) 19.5 NOTES GROUND ELEVATION 958.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 287 Silty Clay, dark brown, moist. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist, rather stiff to very stiff. (Glacial Till) Bottom of borehole at 11.0 feet. AU 58 SS 59 SS 60 SS 61 SS 62 3-4-6 (10) 2-5-6 (11) 5-8-9 (17) 3-5-5 (10) 18 NOTES GROUND ELEVATION 958.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 6 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 288 Silty Clay, black, moist. (Topsoil) Silty Sand, fine to medium grained, with Gravel, black, moist. (FILL) Silty Clay, trace Organics, trace Wood, black, moist. (FILL) (CL) Lean Clay, trace Gravel, rust staining, mottled brown and grey, medium to rather stiff. (Alluvium) Bottom of borehole at 16.0 feet. AU 68 SS 69 SS 70 SS 71 SS 72 SS 73 SS 74 3-6-7 (13) 1-1-2 (3) 2-3-4 (7) 3-2-3 (5) 2-2-4 (6) 3-5-7 (12) 24.5 NOTES GROUND ELEVATION 967.9 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 289 290 Application: Site Plan Review & Variance (Planning Case #2025-10) Staff Report Date: August 26, 2025 Drafted By: Rachel Jeske, Planner Joe Seidl, Water Resources Engineer Mackenze Grunig, Project Engineer Planning Commission Review Date: September 2, 2025 City Council Review Date: September 22, 2025 SUMMARY OF REQUEST: The Applicant is requesting a site plan review and variance approval for a 42-bed memory care project. LOCATION: 1620 Arboretum Blvd PID: 250101105 APPLICANT: Fusion - AE PROPERTY OWNER: Lighthouse Homes, LLC PRESENT ZONING: R-16 2040 LAND USE PLAN: High Density Residential SITE PLAN ACREAGE: 3.5 gross acres, 3.14 net acres SITE PLAN DENSITY: 13.38 Units/Acre PROPOSED MOTION: “The Chanhassen Planning Commission recommends approval of the requested site plan with variances for the 42-bed Eden Springs Assisted Living & Memory Care facility subject to the conditions of approval and adopts the attached Findings of Fact and Decision.” 291 Page 2 of 16 LEVEL OF CITY DISCRETION IN DECISION-MAKING: The city’s discretion in approving or denying a site plan is limited to whether or not the proposed project complies with zoning ordinance requirements. If it meets these standards, the city must then approve the site plan. This is a quasi-judicial decision. The city’s discretion in approving or denying a variance is limited to whether the proposed project meets the standards in the zoning ordinance for a variance. The city has a moderate level of discretion with a variance because the applicant is seeking a deviation from established standards. This is a quasi-judicial decision. COMMUNITY ENGAGEMENT Notice of the public hearing at the Planning Commission was mailed to all property owners within 500 feet. APPLICABLE REGULATIONS Chapter 20, Article II, Division 3, Variances Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article XV, Division 2 “R-16” District Chapter 20, Article 20-XXIII, Division 20-XXIII-9 Design Standards for Multifamily Developments Chapter 20, Article 20-VI, Wetland Management District Chapter 20, Article 20-VII, Shoreland Management District PROPOSAL/SUMMARY The Applicant is proposing the construction of a 42-bed memory care building. The request consists of a site plan approval with variances to facilitate the construction of a continuing care retirement facility (Eden Springs). The site is located north of West 78th Street and west of Lake Ann Park. Access to the site is proposed from West 78th Street. The site is zoned R-16 District. The site plan proposes to construct a 59,130-square-foot memory care facility. This is considered a “continuing care facility” by city code. The total permitted site coverage is 50 percent, and the proposed development has a total hard coverage area of 38.1%. The site contains multiple wetlands, a creek and is within the shoreland overlay district. The Applicant requests a five-foot wetland setback variance and a front yard setback variance. Staff is recommending approval of the site plan and variances with conditions as outlined in the staff report. The city has previously received, reviewed, and approved an application for this site which allowed for the construction of 48-unit memory care facility. That project was never built, and 292 Page 3 of 16 those approvals have since lapsed. The prior project also requested the same variances, which were approved as recommended by staff. SITE PLAN REVIEW This building must comply with the Design Standards for the multi-family district and the standards required by city code for a continuing care retirement facility. City Code requires development to have an attractive design and use durable materials. The building has a pronounced entrance, utilizes durable exterior materials, and exhibits articulation. The north and south elevations contain patio areas. The roofline is staggered, well-articulated, and enhances the design of the building. The building materials include lap siding for the main body of the building and cedar shakes and stone accent materials. All elevations have received equal attention. Parking is buffered from views by landscaping. The trash enclosures for the building are also screened from public view. Site coverage may not exceed 50 percent. The total hard surface coverage proposed on the site is 38.1%. The applicant is requesting two variances pertaining to setbacks. The first variance is a parking setback variance. The City Code requires a minimum 25-foot setback. The applicant is requesting to reduce the setback to 10 feet. The site contains wetlands on the northern portion of the property, restricting the ability to shift the proposed development further north to adhere to the standard minimum front yard parking setback. The proposed use of the property is reasonable however the wetlands and their buffering create a difficulty in the reasonable use of the property and adhering to the typical front yard parking setback on the south side while also meeting wetland protection and buffering requirements on the north side. The impact of the parking and its proximity to the public right of way is adequately addressed through landscape screening. Staff is recommending approval of the parking setback variance. The applicant is also requesting wetland setback variance reducing the required wetland setback to five feet. In return, the applicant is providing a wider buffer in other areas around the wetlands. Per City Code Section 20-965, Continuing care retirement facility, the following applies to continuing care retirement facilities: 1. The facility shall maintain state licensing. 2. The facility shall conform to the requirements of the Minnesota State Building Codes and Fire Codes. 3. The facility shall be connected to municipal services. 4. The facility shall be of residential style and character with a maximum structure height of 35 feet. 5. Parking areas shall be screened from public or private right-of-way and adjacent single- family residential areas. 293 Page 4 of 16 6. One-third parking space per bed shall be provided with an additional parking space for every employee on the largest single shift. 7. The facility shall be located in a medium or high-density district with a gross density not exceeding 16 beds per acre. 8. Access to the site shall be from a collector or arterial street as defined in the comprehensive plan. COMPLIANCE TABLE *A reduced parking setback requires a variance. Approval of the site plan is contingent upon approval of the variance. **A reduced wetland setback variance is being requested. Approval of the site plan is contingent upon approval of the wetland setback variance. Parking City code section 20-965 establishes that the minimum number of parking spaces required to be provided for continuing care retirement facilities is one-third parking space per bed with an additional parking space for every employee on the largest shift . The project shows a total of 42 Ordinance Requirements Subject Site Lot Area 129,600 square feet 155,251 square feet Lot Coverage 50% 38.1% Building Height Principal 35’ 35’ Building Setbacks Front yard 50’ 51.7’ Rear yard 50’ + wetland setback of 30’ 95.3’ + 5’** Side yard 50’ 79.8’ /133.9’ Parking Setback All Yards 25’ 25 sides and 10’ Front* Parking Requirements Stalls ⅓ space per bed + 1 space per employee on major shift which translates to 14 + 10 = 24 30 spaces (2 of which are garage stalls) 294 Page 5 of 16 beds which requires 14 parking spaces in addition to the 10 spaces required for the largest employee shift. Based on the project as proposed, a minimum of 24 parking spaces are required, with no requirement for covered parking. The project proposes a total of 30 parking spaces. There are proposed to be two garage parking stalls and 28 surface parking stalls. Loading, mechanical, and refuse areas Garbage & recycling services shall be located behind screening walls and gates. Most mechanical equipment will be internal to the building and will therefore not require any additional screening. Some mechanical equipment is planned to be located at grade, between the building wings, north of the connecting hallway, and at the south corners of the building. Plans show these mechanical units being screened by landscaping or out of public view. Lighting City code requires that light fixture height shall not exceed 30 feet. Fixtures are shown at a height of 25 feet which adheres to City Code. Lighting on the building faces shall also be restricted to having a total cutoff angle equal to or less than 90 degrees. City code requires that light levels measured at the property lines in multi-family zoning districts shall not exceed one-half-foot candle. The provided photometric plan dated 8/13/25 shows that the light level at the property line does not exceed 0.2 foot candle at the property lines. Signage Plans provided do not depict final signage plan for the site. Signage for the property shall comply with City Code Section 20-1301 and all other applicable regulations to the site. Sign permits shall be applied for and approved at the time of building permit. Landscaping and Tree Preservation The applicant has submitted a plan which includes the removal of some trees as well as buckthorn and other invasive species within the wetland buffer. Sheet C1.0 Removals Plan indicates which trees have been inventoried and what trees are proposed to be removed. The Applicant shall add a table listing each of the inventoried trees on the property. That inventory shall include the tree species, DBH measurement, and current condition listed as either poor, fair, or good. While the project does not include a subdivision, City Code section 18-61 indicates that tree preservation requirements apply to subdivision evaluations as well as site plans. Applicant to provide an analysis for baseline canopy coverage and minimum canopy coverage requirements. 295 Page 6 of 16 A planting plan was provided for all required plantings. The quantity of plantings in all buffer yards and parking lot landscaping areas meets or exceeds the City Code requirements. The current planting plan does not meet planting diversity requirements. Prior to final approval, the plan must be updated so that no more than 10% of the planting is the same species; no more than 20% of the same genus; and no more than 40% from the same family. BUILDING ARCHITECTURAL REVIEW Required architectural standards The proposed development site is in the R-16 zoning district, so the building must meet the design standards for multifamily developments established in City Code Division 20-XXIII-9. Massing and Placement The maximum building height permitted is three stories. The building meets the ordinance requirement. The roofline is staggered, adding articulation to the design of the buildings. The ordinance requires a pitched element on building. Multiple pitched elements are used to break the expanse of the pitched roof to comply with this requirement. Elevations 296 Page 7 of 16 Renderings Materials and Color A variety of materials are proposed for the building, including shake siding, wood lap siding, manufactured stone masonry, and architectural metal roofing. The accent materials exceed the 20% required by code, with 22% of all wall surfaces using cedar shake siding and 10% using a manufactured stone accent material for a total of 32% accent materials used. The colors proposed are neutral including white, gray, black, and tan. It appears that the variation of color complies with the architectural requirements. ACCESS The development fronts on W 78th Street near the intersection of Audubon Road and TH 5 and proposes an access driveway on the far west side of the site that is a full access, and another access on the east side of the site which is restricted as a right-in and right-out. The Minnesota Department of Transportation (MnDOT) was provided with plans for review due to the proximity of Trunk Highway 5 and had comments regarding water resources and noise. A MnDOT drainage permit may be required before development occurs. The applicant must assess the existing noise from the highway and meet any requirements established by the Department of Transportation to minimize the impact on the proposed development. SANITARY SEWER & WATER MAIN Water service is available off W 78th Street via a 12-inch DIP watermain. The applicant is proposing to wet tap two services for the building at the public watermain, one on the east side of the lot and the other on the west side of the lot. This approach is not approved. 297 Page 8 of 16 The City’s sanitary sewer network is not available near the subject property, however the “Chanhassen Interceptor” sanitary main owned and operated by the Metropolitan Council Environmental Services (MCES) is directly adjacent to the property. The applican t is proposing to connect a private lateral directly to the MCES interceptor via a manhole located within the 1680 78th Street property. This connection would require an easement with the 1680 78th property owner. Based on feedback from the applicant, the adjacent property owner is not interested in providing an easement to construct the connection to the interceptor. Prior applications proposed a gravity sanitary sewer connection to the existing interceptor manhole within the city right-of-way. The applicant shall revise the sanitary sewer alignment prior to the City Council’s review of the preliminary plat application. GRADING & DRAINAGE The project site is located north of W 78th Street, west of Lake Ann Park Drive, and south of Lake Ann. It consists of a single parcel that is currently an open, grass-covered lot with woods and a wetland along its northern edge. Under existing conditions, most of the site drains north to Riley Creek, while a small portion within the right-of-way drains south to W 78th Street. Under the proposed conditions, the site will be mass graded to accommodate a senior assisted living facility with an impervious footprint of approximately 58,000 square feet. Stormwater runoff from the facility will be directed to a water reuse basin and a filtration basin. A small portion of the site within the right-of-way will continue draining to W 78th Street, while the remainder will flow north to Riley Creek. Due to site constraints, the applicant proposes grading up to the minimum wetland buffer. EROSION CONTROL The proposed development will impact one (1) acre of disturbance and will, therefore, be subject to the General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disp osal System (NPDES Construction Permit). The applicant has submitted an erosion control plan and a Storm Water Pollution Prevention Plan (SWPPP), however revisions and updates to the plans and SWPPP are required to meet the requirements of the NPDES Construction Permit and Sec. 19- 145 of City Code. The location of stockpiles for grading and for topsoil must be noted. The SWPPP will need to be updated as the plans are finalized when the contractor and their sub- contractors are identified and as other conditions change. An approved SWPPP shall be submitted prior to recording the final site plan agreement. All erosion control shall be installed and inspected prior to initiation of site grading activities. ENVIRONMENTAL PROTECTION DISTRICTS • Wetland Protection – Must follow wetland protection guidelines due to the proximity to Riley Creek. • Shoreland Management – Is in the shoreland management area for Riley Creek. 298 Page 9 of 16 • Floodplain Overlay – Is minimally impacted by the FEMA AE Flood Zone from 2018. WETLANDS A Notice of Decision of the wetland boundary and type was approved on 5/29/2025. The wetland delineation indicates the wetland is 0.08 acres of a Type 1/2, located adjacent to Riley Creek. While there is no direct impact to the wetlands on -site, the applicant is proposing to encroach into the proposed wetland buffer during construction activities. Additionally, the applicant is requesting wetland buffer averaging and a reduction in wetland buffer setbacks due to site conditions and constraints, such as dynamic topography, wetland location in relation to site boundaries, and adjacent street frontage treatments. While staff generally agree that the site has inherent constraints due to the location of the wetland and the proposed structure and property lines, the applicant’s proposal is to have a minimum buffering average width of twenty (20) feet coupled with a five (5) foot setback as illu strated below. The proposed plans show a minimum buffer associated with a manage 2 wetland classification but show the building and sidewalks well within the 30-foot setback measured from the buffer edge which would require a variance to city code. Building setbacks act to help preserve the wetland buffers and downstream water resources. To offset the adverse impacts anticipated 299 Page 10 of 16 from the close proximity of the building and walkways an enhanced buffer establishment plan is recommended by staff. During the TEP’s site review staff observed that the proposed buffer areas for both the wetland and Riley Creek were degraded and filled with debris and invasive species including buckthorn. As such, the Water Resources Department recommends that the debris and invasive species are removed, and a native vegetation is established to protect the wetland and creek. As such the applicant shall work with staff to update and enhance the buffer establishment plan. STORM WATER MANAGEMENT Article VII, Chapter 19 of City Code describes the required storm water management development standards. Section 19-141 states that “these development standards shall be reflected in plans prepared by developers and/or project proposers in the design and layout of site plans, subdivisions and water management features.” These standards include abstraction of runoff and water quality treatment resulting in the removal of 90% total suspended solids (TSS) and 60% total phosphorous (TP). The proposed project is in the Riley Purgatory Bluff Creek Watershed District and therefore subject to the watershed’s rules and regulations. A Stormwater Management Report was submitted for review to confirm all applicable stormwater management requirements are being met. This includes rate control, volume abstraction and water quality requirements among others. All comments on the proposed design from both the city and RPBCWD will need to be addressed. The applicant shall p rovide final versions of all modeling (HydroCAD and MIDS) and Stormwater Management Report to address remaining comments and confirm rate, volume and water quality requirements are met as part of the final site plan submittal. Additionally, conditional approval from the watershed district shall be provided with the final site plan submittal to confirm the design is meeting all applicable stormwater management requirements. The applicant proposes to meet stormwater management requirements through an irrigation system, a biofiltration basin, and a Jellyfish Filter. Runoff will be routed first to the irrigation system, then to the Jellyfish Filter, and finally to the biofiltrat ion basin. The applicant must provide documentation to verify the pollutant removal rates assumed for the Jellyfish Filter. On-site infiltration is not feasible due to “Type D” soils, which are slow -draining and typically have an infiltration rate of about 0.06 in/hr. Site-specific testing confirmed an infiltration rate of 0.0 in/hr, limiting infiltration opportunities. As a result, the site qualifies as “restricted” under RPBCWD rules, reducing the required abstraction from 1.1 inches to 0.55 inches. The applicant modeled abstraction through the irrigation system and biofiltration basin in MIDS, which indicates compliance with the 0.55-inch requirement. The applicant must confirm the proposed irrigation area with a supporting figure. Freeboard requirements are met for the stormwater basins, with at least 1.0 foot of freeboard to be provided at site low points. An operation and maintenance (O&M) plan is required for all private stormwater BMPs. The O&M obligations apply in perpetuity and must be approved by the Water Resources Engineer (or designee) and recorded against the benefiting properties. 300 Page 11 of 16 The site is located within both the FEMA and RPBCWD floodplains. If grading alters floodplain elevations, the applicant must demonstrate compliance with all applicable floodplain regulations, including compensatory storage. SITE PLAN FINDINGS In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: 1. Consistency with the elements and objectives of the city's development guides, including the Comprehensive Plan, official road mapping, and other plans that may be adopted; 2. Consistency with this division; 3. Preservation of the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; 4. Creation of a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; 5. Creation of functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. 6. Protection of adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. Finding: The proposed development is consistent with the city's design requirements, the Comprehensive Plan, the zoning ordinance if the setback variances are approved, the design 301 Page 12 of 16 standards, and the site plan review requirements. Staff is recommending approval of the request with conditions. The site design is compatible with the surrounding developments. It is functional and harmonious with the area. The project is a reasonable use of the land. The overall design is sensitive to the city’s image. Based upon the foregoing, staff is recommending approval of the site plan with conditions outlined in the staff report. VARIANCE REQUEST #1 The first variance request is for a reduction in the wetland setback requirements. The site contains multiple wetlands, and Riley Creek is located along the northern edge of the site. A reasonable solution supported by City Code is to average the buffer around the wetlands and reduce the setback in return. Staff is recommending approval of the wetland setback variance. VARIANCE REQUEST #2 The second variance request is for a reduced parking setback. The standard parking setback required by ordinance is 25 feet. The intent of the setback is so that the parking lot can be adequately screened from adjacent properties and public right of way. The applicant is providing adequate screening that will accomplish the intent of the ordinance. Additionally, the north side of the property contains a large wetland complex and associated protections, setbacks, and buffering of those wetlands, which creates a practical difficulty unique to the property that does not make it feasible to shift the proposed building and associated improvements to comply with the typical parking setback requirement. Staff is recommending approval of the parking setback variance. Staff supports each of the requested variances. VARIANCE FINDINGS According to Section 20-58 of City Code, a variance may be granted if all of the following criteria are met: 1. Variances shall only be permitted when they are in harmony with the general purposes and intent of this chapter and when the variances are consistent with the comprehensive plan. 2. When there are practical difficulties in complying with the zoning ordinance. "Practical difficulties," as used in connection with the granting of a variance, means that the property owner proposes to use the property in a reasonable manner not permitted b y this chapter. Practical difficulties include, but are not limited to, inadequate access to direct sunlight for solar energy systems. 302 Page 13 of 16 3. That the purpose of the variation is not based upon economic considerations alone. 4. The plight of the landowner is due to circumstances unique to the property not created by the landowner. 5. The variance, if granted, will not alter the essential character of the locality. 6. Variances shall be granted for earth -sheltered construction as defined in M.S. § 216C.06, subd. 14, when in harmony with this chapter. Finding: The proposed wetland setback and parking lot setback variances are in harmony with the zoning code and the Comprehensive Plan. Both requested variances are caused by the wetland site encumbrances, and not by the property owner. The applicant offsets the practical difficulties in complying with the zoning ordinance by providing reasonable screening and wetland buffer improvements which will maintain the character of the locality. RECOMMENDATION Staff recommends approval of the requested site plan and variances for the construction of the project as proposed subject to updating of plans based on staff review comments. APPLICATION REVIEW COMMENTS PLANNING: 1. Approval of the site plan applications is contingent upon approval of the variances. 2. Applicant shall enter into a Site Plan Agreement. The Site Plan Agreement shall be recorded against the Subject Property. FORESTRY: 1. Provide a complete inventory of all trees being removed. Provide the species by name – in some cases, the words cottonwood, ash, or willow are specific enough. Be specific on the type of elm, locust, maple, spruce, pine, etc. That inventory shall include the tree species, DBH measurement, and current condition listed as either poor, fair, or good. 2. Submittal of an acceptable planting plan that complies with diversity requirements. City code requires species diversity such that no more than 10% of the planting is the same species; no more than 20% of the same genus; and no more than 40% from the same family 3. Provide more detail on the location of tree protection fencing, the type of fence being used, and the species being protected. 4. Project to conform with City Code Section 20-1179 to ensure the minimum landscape value meets the required percentage of the overall project value. 303 Page 14 of 16 5. Applicant to provide baseline canopy coverage and minimum canopy coverage analysis as outlined by City Code section 18-61. ENGINEERING: 1. The developer shall enter into Encroachment Agreements for private improvements (e.g., retaining walls and monument signage) located within the 10-foot-wide public drainage and utility corridor abutting 78th Street right -of-way prior to issuance of building permits. 2. Any previously recorded easements located within proposed public right -of-way or proposed public drainage and utility easements must be vacated prior to or concurrently with approval of final construction plans. 3. The applicant and their Engineer shall work with City staff in amending the construction plans, dated August 13th, 2025, prepared by Anders Melby with Civil Site Group, to fully satisfy construction plan comments and concerns. Final construction plans will be subject to review and approval by staff prior to the recording of the site plan agreement. 4. All newly constructed streets and sidewalks will be privately owned and maintained. The developer shall provide for review and approval maintenance agreements for these improvements. 5. Construction design elements associated with the street plans such as stationing, curb tables and alignments, centerline grades, and intersection details will be required prior to recording of the site plan agreement. 6. All sanitary sewer mains shall be privately owned and maintained and their connection to the MCES interceptor be permitted through MCES. Approval to connect directly to the MCES interceptor shall be provided to the City prior to recording of the Site Plan Agreement. The applicant will be required to enter into a maintenance agreement with the city for the proposed inside drop within MCES manhole prior to issuance of building permits. 7. City owned utilities shall be covered by a Drainage and Utility Easement which shall be large enough for the owner to own and maintain. 8. The applicant will be required to enter into a Site Plan Agreement with the City and all applicable securities and fees provided prior to the recording of the site plan agreement. 9. It is the applicant’s responsibility to ensure that permits are received from all other agencies with jurisdiction over the project (i.e. MCES, Army Corps of Engineers, DNR, MnDOT, Carver County, RPBC Watershed District, Board of Water and Soil Resources, PCA, MDH, MPCA, etc.). Once permits are received, applicant shall provide copies to the City’s engineering office prior to start of construction. 10. The developer shall incorporate the latest City Detail Plates and Specifications into the final construction plan submission. 11. Sidewalks must be a minimum of 5 feet wide, and City trails must be a minimum of 10 feet wide. 12. City Standard Detail Plates shall be included in the construction plan set and displayed in a layout format of 2 rows by 4 columns for consistency with City expectations. 304 Page 15 of 16 13. Retaining walls shall be privately owned and maintained. Walls four feet in height and greater shall be designed by an engineer. 14. Removal plans shall be updated to include the impacts into W 78th St in order to construct access off the street. 15. Applicant shall construct a right-in/right-out at their eastern entrance, including medians, and install applicable signage within W 78th St median. 16. The applicant shall loop the watermain within the site, and is only approved to complete one wet-tap on the existing city owned watermain. 17. Provide a traffic control plan to construct the connections to 78th Street and the connection to the existing watermain. 18. Final construction plans shall include a color-coded map identifying publicly owned improvements vs privately owned. WATER RESOURCES: 1. The applicant shall submit documentation demonstrating the removal percentage for the Jellyfish Filter with the final plan submittal. 2. The applicant shall provide an operation and maintenance plan (O&M) for the private stormwater BMPs onsite. The O&M of private stormwater BMPs is required in perpetuity and must be approved by the Water Resources Engineer, or their designee, to be recorded against the benefiting properties, prior to building permits being issued. The O&M agreement shall outline the areas to be irrigated with the reuse system. 3. The applicant shall provide 1.0’ of separation from the emergency overflow routes to the low floor elevation with the final plan submittal. 4. The applicant shall submit storm sewer sizing calculations and catch basin drainage area map with the final plan submittal. 5. The applicant shall secure conditional approval from the watershed district prior to submitting the final plans application to the City. 6. It is the applicant’s responsibility to ensure that permits are received from all other agencies with jurisdiction over the project (i.e. MnDNR, Carver County, RPBCWD, Board of Water and Soil Resources, MnDOT, DNR, etc.) prior to the commencement of construction activities. 7. The applicant shall confirm in the stormwater management report if there are any FEMA/RPBCWD floodplain impacts or not and update the design and plan to meet all applicable rules. 8. The applicant shall work with staff to update and enhance the buffer establishment plan. An approved buffer enhancement plan shall be required before recording the site plan agreement. BUILDING: 1. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 2. Building plans must be submitted to the Department of Labor and Industry (DOLI) for plan review. 305 Page 16 of 16 3. After DOLI has completed their plan review a building permit must be obtained from the City of Chanhassen before beginning any construction. 4. The building is required to have automatic fire extinguishing systems. 5. Retaining walls (if present) more than four feet high, measured from the bottom of the footing to the top of the wall, must be designed by a professional engineer and a building permit must be obtained prior to construction. Retaining walls (if present) under four feet in height require a zoning permit. PARKS: 1. A pedestrian connection from the internal site to the trail network on West 78 th Street is required. FIRE: 1. Due to driveway and parking lot width, No Parking Fire Lane signs will be required throughout. No parking allowed on curbs or anywhere outside of parking spaces. 2. Will require a full fire alarm with notification system. 3. All egress doors and gates require a hard surface path to the public right of way. 4. Hydrants required within 100 feet of both FDC locations as well as center of building. 306 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Fusion - AE – Planning Case No. 2025-10, Eden Springs, for a site plan review and variance request, On September 2, 2025, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Fusion – AE for a Memory Care Facility. The Planning Commission conducted a public hearing on the proposed development, preceded by a published and mailed notice. The Planning Commission heard testimony from all interested persons wishing to speak and now makes the following: FINDINGS OF FACT 1. The property is currently zoned R-16 District. 2. The property is guided in the Land Use Plan for Residential – High Density. 3. The legal description of the property is described in the attached Exhibit A. SITE PLAN REVIEW FINDINGS 1. The Applicant has requested approval of the site plan dated August 13, 2025, prepared by Anders S. Melby. 2. The zoning ordinance directs the City to consider nine possible adverse effects of the proposed site plan. The nine effects and our findings regarding them are: a) Is consistent with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted. b) Is consistent with the site plan review requirements. c) Preserves the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing or developing areas. d) Creation of a harmonious relationship of buildings and open spaces with natural site features and with existing and future buildings having a visual relationship to the development. 307 2 e) Creates a functional and harmonious design for structures and site features, with special attention to the following: i. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; ii. The amount and location of open space and landscaping; iii. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and iv. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. f) Protects adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. g) Within the Highway Corridor (HC) districts, consistency with the purpose, intent and standards of the HC districts. h) Within the Bluff Creek Overlay (BCO) district, consistency with the purpose, intent and standards of the BCO district. i) Maintain an acceptable road system level of service. Finding: The proposed development is consistent with the city's design requirements, the Comprehensive Plan, the zoning ordinance, the design standards, and the site plan review requirements. Staff is recommending approval of the request with conditions. The site design is compatible with the surrounding developments. It is functional and harmonious with the area. Approval of this site plan is contingent upon the conditions listed in the staff report #25-10 dated August 26, 2025, prepared by Rachel Jeske et al. VARIANCES 1. Variances shall only be permitted when they are in harmony with the general purposes and intent of this chapter and when the variances are consistent with the Comprehensive Plan. 2. When there are practical difficulties in complying with the zoning ordinance. “Practical difficulties”, as used in connection with the granting of a variance, means that the property owner proposes to use the property in a reasonable manner not 308 3 permitted by this chapter. Practical difficulties include, but are not limited to, inadequate access to direct sunlight for solar energy systems. 3. That the purpose of the variation is not based upon economic considerations alone. 4. The plight of the landowner is due to circumstances unique to the property not created by the landowner. 5. The variance, if granted, will not alter the essential character of the locality. 6. Variances shall be granted for earth -sheltered construction as defined in M.S. § 216C.06, subd. 14, when in harmony with this chapter. Finding: The proposed wetland setback and parking lot setback variances are in harmony with the zoning code and the Comprehensive Plan. Both requested variances are caused by the wetland site encumbrances, not the property owner. The applicant offsets the practical difficulties in complying with the zoning ordinance by providing reasonable screening and wetland buffer improvements, which will maintain the character of the locality. Approval of these variances is contingent upon the conditions listed in the staff report #25- 10 dated August 26, 2025, prepared by Rachel Jeske et al. 7. The planning report #2025-10 dated August 26, 2025, prepared by Rachel Jeske et al, is incorporated herein. RECOMMENDATION AND ACTION The Planning Commission approves the requested wetland setback and parking lot setback variances for constructing a Memory Care Facility. The Planning Commission recommends approval of the proposed Site Plan for the proposed development of a Memory Care Facility to the City Council. ADOPTED by the Chanhassen Planning Commission this 2nd day of September, 2025. CHANHASSEN PLANNING COMMISSION BY:___________________________________ Eric Noyes, Chair 309 4 EXHIBIT A DESCRIPTION OF PROPERTY SURVEYED That part of Tracts A and B below: Tract A: That part of the Southeast Quarter of the Southeast Quarter of Section 10, Township 116 North, Range 23 West, Carver County, Minnesota, described as follows: Beginning at a point on the south line of said Southeast Quarter of the Southeast Quarter, distance 195.0 feet west of the southeast corner thereof; thence west along said south line a distance of 361.00 feet; thence northerly parallel to the east line of said Southeast Quarter of the Southeast Quarter a distance of 593.20 feet; thence deflecting right at an angle of 62 degrees 00 minutes 00 seconds a distance of 150 feet, more or less, to the center line of creek; thence easterly along said centerline to its intersection with a line drawn northerly and parallel with said east line from point of beginning; thence southerly along said parallel line to the point of beginning. Tract B: That part of the Southeast Quarter of the Southeast Quarter of Section 10, Township 116 North, Range 23 West, Carver County, Minnesota, described as follows: Beginning at a point on the south line of said Southeast Quarter of the Southeast Quarter, distance 195.0 feet west of the southeast corner thereof; thence northerly parallel with the east line of said Southeast Quarter of the Southeast Quarter to its intersection with the centerline of the creek; thence easterly along said centerline of the creek to its intersection with the east line said Southeast Quarter of the Southeast Quarter; thence southerly along said east line to the southeast corner of said Southeast Quarter of the Southeast Quarter; thence west along said south line to the point of beginning; which lies northerly of the northerly boundary of Minnesota Department of Transportation Right of Way Plat Numbered 10-09 as the same is on file and of record in the office of the County Recorder in and for said county. 310 Metropolitan District Waters Edge Building 1500 County Road B-2 West Roseville, MN 55113 Page 1 of 3 June 6, 2025 Rachel Jeske, Planner City of Chanhassen 7700 Market Boulevard Chanhassen, Minnesota, 55317 SUBJECT: Eden Springs Senior Living MnDOT Review #S25-022 NW quadrant of W 78th St and Audubon Rd Chanhassen, Carver County Dear Rachel Jeske, Thank you for your submittal of site plans for the proposed Eden Springs Senior Living. The Minnesota Department of Transportation (MnDOT) has reviewed the documents, received 5/25/2025, and has the following comments: Water Resources A MnDOT drainage permit may be required before development occurs. The permit applicant shall demonstrate that the off-site runoff entering MnDOT drainage system(s) and/or right of way will not increase. The drainage permit application, including the information below, should be submitted online to: https://olpa.dot.state.mn.us/OLPA/. Please upload this letter with the drainage permit application. The following information must be submitted with the drainage permit application: 1. Grading plans, drainage plans, and hydraulic calculations demonstrating that proposed flows to MnDOT right of way remain the same as existing conditions or are reduced. 2. Existing and proposed drainage area maps with flow arrows and labeling that corresponds with the submitted calculations. 3. Hydro CAD model and PDF of output for the 2, 10, and 100-year Atlas 14 storm events. Once a drainage permit application is submitted, a thorough review will be completed and additional information may be requested. Please contact Jason Swenson, Water Resources Engineering, at jason.swenson@state.mn.us or 651-234-7539 with any questions. Noise MnDOT's policy is to assist local governments in promoting compatibility between land use and highways. Residential uses located adjacent to highways often result in complaints about traffic noise. Traffic noise from this highway could exceed noise standards established by the Minnesota Pollution Control Agency (MPCA), the U.S. Department of Housing and Urban Development, and the U.S. Department of Transportation. Minnesota Rule 7030.0030 states that municipalities having the authority to regulate land use shall take all reasonable measures to prevent the establishment of land use activities, listed in the MPCA's Noise Area Classification (NAC), anywhere that the establishment of the land use would result in immediate violations of established State noise standards. 311 Page 2 of 3 MnDOT policy regarding development adjacent to existing highways prohibits the expenditure of highway funds for noise mitigation measures in such developed areas. The project proposer is required to assess the existing noise situation and take the action deemed necessary to minimize the impact to the proposed development from any highway noise. If you have any questions regarding MnDOT's noise policy please contact Natalie Ries in Metro District’s Noise and Air Quality Unit at 651-234-7681 or Natalie.Ries@state.mn.us. Permits Any work that affects MnDOT right of way will require an appropriate permit. All permits are available and must be applied at: https://olpa.dot.state.mn.us/OLPA/. Upload this letter when applying for permits. For questions regarding permit submittal requirements, please contact Buck Craig of MnDOT’s Metro District Permits Section at buck.craig@state.mn.us or 651-775-0405. Review Submittal Options MnDOT’s goal is to complete reviews within 30 calendar days. Review materials received electronically can be processed more rapidly. Do not submit files via a cloud service or SharePoint link. In order of preference, review materials may be submitted as: 1. Email documents and plans to metrodevreviews.dot@state.mn.us. Attachments may not exceed 20 MB (megabytes) per email. Documents can be zipped as well. If multiple emails are necessary, number each email. 2. Files over 20 MB can also be uploaded to MnDOT’s Web Transfer Client site: https://mft.dot.state.mn.us. Contact metrodevreviews.dot@state.mn.us, and staff will create a shared folder in which files can be uploaded to. Please send an accompanying email with a narrative for the development. You are welcome to contact me at regina.burstein@state.mn.us with any questions. Sincerely, Regina Burstein Senior Planner 312 Page 3 of 3 Copy sent via email: Jason Swenson, Water Resources Buck Craig, Permits Yuping Wu, Right of Way Tessa Kolan, Traffic Amrish Patel, Transit Natalie Ries, Noise Diane Langenbach, Area Coordinator Mohammad Dehdashti, Design Michael Kowski, Maintenance Molly McCormick, Ped/Bike/ADA Planning Jordan Olson, Surveying Tod Sherman, Planning Cameron Muhic, Planning Scott Shaffer, Planning Joseph Widing, Metropolitan Council 313 From: To:DL Projects Public Comments Subject:NO to proposed memory care facility adjacent to Lake Ann Park Date:Tuesday, September 2, 2025 9:38:59 AM To the members of the Planning Commission: I am writing to voice my opposition to the proposed Memory care development adjacent to Lake Ann Park for the following reasons: - Lake Ann Park is the "central park" of Chanhassen and an important gathering place for our community. The variances proposed to the regulations below will allow this project to encroach on our wetlands, destroy the habitat of wildlife and remove dozens of trees. -Chapter 20, Article 20-VI, Wetland Management District -Chapter 20, Article 20-VII, Shoreland Management District - The construction and traffic in the area caused by the project will be a detriment to the area. Kids and community members use that area for bike riding, walking and exercising. These recreational uses are part of the broad appeal of the area surrounding Lake Ann Park. Please don't start chipping away at this peaceful part of our community. -I could find no information on the track record of the developer to deliver projects of this type. The agenda references a prior proposal that never went forward. Does the development team have the capacity to develop this project and to operate it responsibly? The City has the responsibility to make sure that the memory care facility, if approved, provides high quality care to the residents. If not, Chanhassen will be in the news should the operator be accused of negligence to seniors. Also, does the project have financing commitments? If not, it will stall yet again. -The average cost of memory care in Minnesota is $6500-$7000 per month, and is not covered by Medicare. This is well out of reach of the average resident of Carver County. While there is need for such care, this project will be a money making enterprise. There is nothing wrong with that, but I urge the City to consider requiring a portion of these units to be affordable to those at least 80-100% of area median income. Will they be able to lease these units? Perhaps, to wealthy families from out of our area. -Chanhassen has approved projects nearby that have already taken away from the appeal of the Lake Ann Park area. The industrial/office project on the corner of Route 5 and Audubon destroyed a huge amount of acreage that was home to an abundance of wildlife. I can tell you that the surrounding residents hate it and resent the City's current trend of overdevelopment. We moved here in 2017 as did many others for the open space and controlled development. I urge the commission to vote NO on the proposed development. Sincerely, Heather Lawler, Stone Creek Drive, Chanhassen 314 From: DL Projects Public Comments Subject:Eden Springs Project Proposal Date:Tuesday, May 27, 2025 10:09:36 AM Good morning, I’m emailing my feedback regarding the proposal for the eden springs development project. While I can appreciate the need for senior housing and tax revenue from the development, I have concerns about how close this is to Lake Ann Park. I think the park is an invaluable asset to the community and the nature around it should be preserved for current and future residents. In addition to preserving the natural beauty around the park, I have concerns with the potential increased traffic flow on this commonly biked and walked trail. I hope the city prioritizes the beauty this park brings to the community and denies the application for development. Thank you for your consideration. Sincerely, Charles Boylan 315 From: To:DL Projects Public Comments Subject:No to Eden Spring Senior Living; YES to a Golf Course Date:Tuesday, May 27, 2025 9:34:35 PM Dear Chanhassen City Council, I'm writing to express my strong support for the golf course that was once proposed at 1620 Arboretum Blvd and my concerns about replacing it with a senior living facility While I value our senior residents, a senior facility offers limited tax revenue, places added strain on emergency services, and reduces age diversity and land flexibility. It also misses the opportunity to create a space that benefits the broader community. In contrast, a golf course would boost our local economy through tourism, property value growth, job creation, and tax revenue. It provides outdoor recreation, promotes health and social connection, and preserves green space that enhances our city’s appearance. Golf courses also support environmental benefits and can host events for all ages, making them a vibrant, long-term community asset. I hope the council will prioritize the golf course plan, which I believe better serves the future of our city. Sincerely, Ellen Bastian 7142 Alphabet Street 316 317 CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) )ss COUNTYOFCARVER ) I, Jenny Potter, being first duly swom, on oath deposes that she is and was on June 5,2025, the duly qualitied and acting City Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be maited a copy ofthe attached notice Consider the request for variances and site plan review for a proposed 34-bed memory care facility located on property at 1620 Arboretum Boulevard. Owner: Lighthouse Homes, LLC, Applicant: Fusion - AE to the persons named on attached Exhibit "A". by enclosing a copy of said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses of such owners were those appearing as such by the records ofthe County Treasurer, Carver County, Minnesota, and by other appropriate records. Jenny Po . City Clerk Subscribed and sworn to belbre me this 5 day of 2025 AMYK.W EIDMAN N Notary Public-Minnesota Notary Public Jrn 31,2o2 318 Subiect Area Dbclaimsr This map is neilher a legally recorded map nor a suNey and rs not rntended lo be used as one This map is a compilaton of recods, information and data localed in vanous city county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does nol warranl thal the Geographic lnformalion System (GlS) Data used to prepare this map ale error free and the Cily does not rcpre96nt lhai the GIS Dala can be used lor navgational tracking or eny other purpose requiring exacting measurement of dislance or direclion or preclgion in the depiction of geographic leatures. The preceding disclarmer is provided pu.suanl lo Minnesola Statutes 5466 03, SuM 21 (2000), and the user of lhis map acknowledges lhat the Caty shall not be laable lor any damages, and expressly waives all clarms, and agrees lo defend. rndemnify, and hold hamless the City fiom any and all clarms broughl by User rls employees or agents, or lhrrd parties whEh arise oot of lhe use/s acc€ss or use ot data provided O13claime. This map rs neither a legally recorded map aor a survey and is not inlended to b€ used as one This map is a compilation of records information and data localed 16 varlous oty county, stiate and federal ofices and olher sources regarding the aaea shown and is lo be used for reference puQoses only the Cty does not warrant that the Geographrc lnformalion System (GlS) Dala used to prepare this map are efforfree. and lhe City does not represenl that lhe GIS Data can be used for navigalional, lrackrng or any other purpose requiring exacting measuremenl ol distance or direction or precision rn lhe depiclion of geographic features. The preceding disclaimer rs provided pursuanl to I\,linnesola slatutes s466 03 subd. 21 (2000) and the user of this map acknowledges that the Caty shall not be liable lor any damages. and expressly waives all claims, and agrees lo defend. indemnify, and hold harmless the City from any and all claims brought by lJser, ts employees or agents, or third parties which anse out of the use/s access or use of dala provrded (Next RecordD(Tax_namerl (Tax_add_|1) (Tax add l2), Subject A rea t vt>-lI I i{ I 'L - t' IE F; a ? E (Tax_name) (Tax_add_l1D (Tax add l2D \r> -! -' t a ll.' i'P,t ;v - r\] a i 319 Tuesday, June 77 ,2025 at 6:00 p.m. This hearing may not start until later in the evening, depending on the order ofthe agenda. City Hall CouncilChambers, TT00 Market Blvd. Consider the request for variances and site plan review for a proposed 34-bed memory care facility located on property at 1620 Arboretum Boulevard. F usion - AE 1620 Arboretum Boulevard A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the public hearing th rough the following steps: 1. Staff will give an overview of the proposed project. 2- The applicant will present plans forthe project. 3. Planning Commission discusses the proposal. 4- Public hearing is opened taking comments from the public- up to 5 minutes per person. 5. Public hearing is closed and the Planning Commission continues discussion on the project prior to voting on the project. To view project information before the meeting, please visit the city's proposed development webpage: www.chanhassenmn.gov/proposeddevelopments Sign up to receive email updates about this or other projects. Go to https://www.chanhassenmn.gov/i-want-to/subscribe NOTICE OF PUBTIC HEARING CHANHASSEN PLANNING COMMISSION MEETING NOTICE OF PUBLIC HEARING CHANHASSEN PLANNING COMMISSION MEETING Date & Time: Location: Proposal: Applicant: Property Location: What Happens at the Meeting: Questions & Comments: Date & Time: Tuesday, June 17, 2025 at 6:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda. Location:City Hall Council Chambers,7700 Market Blvd Proposal: Consider the request for variances and site plan review for a proposed 34-bed memory care facility located on property at 1620 Arboretum Boulevard. Applicant:Fusion - AE Property Location: 1620 Arboretum Boulevard A location map is on the reverse side of this notice. What Happens at the Meeting: The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about thls project. During the meeting, the Chair will lead the public hearing through the following steps: 1. Staff willgive an overview ofthe proposed project. 2- The applicant will present plans for the project. 3. Planning Commission discusses the proposal. +. Public hearing is opened taking comments from the public- up to 5 minutes per person. 5. Public hearing is closed and the Planning Commission continues discussion on the project prior to voting on the project. Questions & Comments: To view project information before the meetlng, please visit the city's proposed development webpage: www,chanhassenmn.pov/proposeddevelopments E E Sign up to receive email updates about this or other projects. Go to https://www.chanhassenmn.gov/i-want-to/subscribe 320 Tax name PAISLEY PARK FACILIry LLC CHANHASSEN CIry TRUST FOR THE BENEFIT OF JOY M GORRA TMSC OF CHANHASSEN LLC BRINK CHANHASSEN LLC Tax add t1 220 CREEKSIDE DR PO BOX 147 1680 W 78TH ST 79OO EXCELSIOR BLVD # 2OOO 7765 E 175TH ST Tax add t2 DICKSON TN 37055 CHANHASSEN MN 55317 CHANHASSEN MN 55317 HOPKINS MN 55343 PRIOR LAKE MN 55372 321 AFFIDAVIT OF PUBLICATION STATE OF MINNESOTA ) COUNTY OF HENNEPIN ss I do solemly swear that the notice, as per the proof, was published in the edition of the SS Mtka Excelsior-Eden Prairie with the known office of issue being located in the county of: HENNEPIN with additional circulation in the counties of: HENNEPIN and has full knowledge of the facts stated below: (A) The newspaper has complied with all of the requirements constituting qualifica- tion as a qualified newspaper as provided by Minn. Stat. $331,4'.02. (B) This Public Notice was printed and pub- lished in said newspaper(s) once each week, for I successive week(s); the hrst insertion being on 0812112025 and the last insertion being on 0812112025. MORTGAGE FORECLOSURE NOTICES Pursuant to Minnesota Stat. $580.033 relating to the publication of mortgage foreclosure notices: The newspaper complies with the conditions described in $580.033, subd. l, clause (l) or (2). If the newspaper's known office of issue is located in a county adjoining the county where the mortgaged premises or some part of the mortgaged premises described in the notice are located, a substantial portion of the newspaper's circulation is in the latter county. Designated Agent Subscribed and sworn to or affrrmed before me on 0812112025 Notary Public Rate Information: (l) Lowest classified rate paid by commercial users for comparable space: $999.99 per column inch CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO.2025-10 NOTICE lS HEREBY GIVEN that the Chanhassen Planning Com- mission will hold a public hearing on Tuesday, September 2, 2025, at 6:00 p.m. in the Council Cham- bers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is to consider a request for variances and site plan review for a proposed memory care facility lo- cated on property at 1620 Arbore- tum Boulevard. Zoned R-16. Prop- erty Owner: Lighthouse Homes, LLC. Applicant: Fusion-AE. Proiect documents ,or this request are available for public review on the city's website at www.chanhassenmn.gov/ oroooseddevelooments or at City Hall during regular business hours. All interested persons are invited to attend this public hearing and express their opinions with respect to this proposal. Rachel Jeske Planner Email: rieske@chanhassenmn.gov Phone: 952-227-1137 Published in the Sun Sailor August 21, 2025 1486801 Ad rD 1486801 322