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SWMP_Santa Vera Apts_MeasureGrp_07-29-2025 (1)
To: Mat Nicklay, Regulatory Program Coordinator Date: 07/29/2025 Riley Purgatory Bluff Creek Watershed District From: Pete Moreau, P.E. (MN), Measure Group Project: Santa Vera Apartments Location: 621 Santa Vera Drive, Chanhassen, MN INTRODUCTION Headwaters Development is proposing a redevelopment of the Santa Vera Apartments site located at 621 Santa Vera Drive, located just north of downtown Chanhassen. The redevelopment will consist of the new construction of 28 total units of townhome-style flats (two new buildings), which will supplement the existing slab- on-grade 18-unit apartment building currently operating on-site. As part of the project, the existing building will also be renovated to include updated units, a new exterior, and improved landscaping and drainage. Once completed, the total project will consist of 46 rental apartment homes. The goal of the project is to supplement the existing facility by providing additional housing options to help bolster downtown Chanhassen. This proposed redevelopment includes a proposed amenity space to be shared with the existing apartment building. This proposed project is seeking PUD amendment and site plan approval with the City of Chanhassen concurrent with this watershed district review. National Pollutant Discharge Elimination System stormwater permit has not been applied for yet. Measure Group reached out to Riley Purgatory Bluff Creek Watershed District (RPBCWD) and conducted a pre-application meeting regarding this project. Area Breakdown (Parcel plus R.O.W. disturbance) Total Site Area (acres) 3.90 Existing Site Impervious Area (acres) 0.87 Post Construction Site Impervious (acres) 1.98 New (Increase) in Site Impervious Area (acres) 1.11 Existing Disturbed Impervious Surface (acres) 0.31 Regulated Impervious Surface (acres) 1.98 Total Disturbed Area (acres) 2.81 EXISTING CONDITIONS The subject property is 3.85 acres (3.90 acres including R.O.W. disturbance). Historical records indicate the property was utilized as an apparent agricultural field from approximately 1937 through 1972. The existing apartment building and garage structures were completed in 1978 and the south portion has remained undeveloped. 1. There are two (2) locations where stormwater runoff leaves the site. a. To the north (currently uncontrolled) to the storm sewer in Saratoga Drive which outlets to the north. b. To the east (currently uncontrolled) to the storm sewer in Laredo Drive which outlets to the east. c. Both public storm sewer routes leaving the site ultimately discharge to Lotus Lake. 2. Phase I Environmental Site Assessment (Appendix G) and Notice of Decision (Appendix H) concluded that neither any recognized contamination nor wetlands are applicable to this site. 3. Appendix A includes all Geotechnical data received to date. Chosen Valley Testing completed a report in 2018 (included) and a current evaluation is ongoing from Braun Intertec (additional 2025 data will be provided upon receipt). Double-ring infiltrometer tests were attempted (recap of results included) and 2025 draft boring logs are provided. Soils observed were predominantly lean clay (CL) consistent with Hydrologic Soil Group (HSG) D. 4. Pervious area onsite were modeled using turf grass, cover >75%, for a curve number (CN) of 80 consistent with the RPBCWD Guidance Document. Impervious areas were modeled using a CN of 98. 5. Times of concentration (Tc) were calculated using sheet flow for undeveloped pervious areas as well as a direct entry with a Tc of seven (7) minutes for fully developed, paved areas. 6. Stormwater calculations use the RPBCWD provided Atlas 14 nested distributions for 24-hour, 2-, 10-, & 100-year events as well as the 10-day, 100- year snowmelt event. 7. Runoff from the site was calculated separately for pervious/impervious areas. 8. See Appendix B for Existing & Proposed Conditions Drainage Maps. 9. See Appendix C for HydroCAD model output (rate control) and Appendix D for MIDS model output (water quality). SUMMARY OF RELEVANT DESIGN CRITERIA Rule C – Erosion & Sediment Control: Applies to this project. Rule J – Stormwater Management: This redevelopment proposes to impact >50% of the total impervious surface of the entire post-developed condition of this parcel, therefore Rule J Section 3 criteria apply to the entire project parcel. Rate: 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 the 100-year frequency, 10- day snowmelt event. Volume: Conditions for this site meet the criteria of a site with restrictions that cannot practicably meet the baseline abstraction requirements (1.1-inches x the regulated impervious surface). Following the district’s priority sequencing for restricted sites, the team examined multiple approaches to abstract runoff onsite to the maximum extent practicable. This design proposes to meet priority sequencing volume abstraction option #2, or to achieve volume reduction to the maximum extent practicable. Quality: Treatment onsite for all of the following to at least: • 60% annual removal efficiency for total phosphorus (TP) • 90% annual removal efficiency for total suspended solids (TSS) • No net increase in TP or TSS loading from the site compared to existing conditions SITE WITH RESTRICTIONS ANALYSIS This site has been deemed a restricted site for the following technical reasoning(s): Physical Limitation due to Low Permeability Soils (Clay) as evidenced by the attempted double-ring infiltrometer tests by Braun Intertec on 07/03/2025. After excavating multiple locations in the proposed basin areas, Braun field team was not able to test a location that didn’t have water pooling in the excavations (i.e. perched water in the saturated clays pumped up into the excavations). We are continuing to work with Braun’s team who plans to install two piezometers (scheduled for 07/18/2025) to more accurately find the elevation of groundwater present in the vicinity of the proposed stormwater basins. Current conclusion is that the site soils are unreliable for infiltration. GROUNDWATER ANALYSIS The 2018 Geotechnical Report provided groundwater observations and feedback. They noted to expect groundwater levels to fluctuate as high as elevation 981.00 for an estimated seasonal high groundwater level. In the four borings conducted this year by Braun Intertec, groundwater only stabilized in one boring, ST-4, at a depth of 14’ below the surface, or an approximate elevation of 977.50. PROPOSED CONDITIONS The proposed redevelopment consists of constructing two new townhome-style buildings, a second bituminous parking lot with connecting drive lane, a concrete patio amenity area, utility connections, stormwater improvements, and landscaping restoration to disturbed pervious areas. Due to the consistent clay soils throughout the site, stormwater runoff is proposed to be managed using a treatment train including the following: Pretreatment: Catch basins equipped with sumps for trapping initial sediments and debris upstream of respective treatment facilities. Primary System(s): Surface retention basins (designed to NURP Design Level 3) with a stormwater re-use irrigation system. Control and Maintenance: Outlet control structure (OCS) downstream of the retention basin. The surface basin perimeters, OCS, and re-use irrigation pump house are designed to be accessible for maintenance. This design proposes to significantly improve both stormwater runoff discharge quantity and quality compared to existing conditions. Below is a description of proposed drainage areas and treatment routing. • The size of the drainage area leaving the site to the north is proposed to be reduced and the existing detached garages are proposed to be equipped with a new gutter collection system to re-route all this existing impervious to the proposed Best Management Practices (BMPs). • The existing apartment building and majority of the existing pavement are proposed to be captured with the installation of a catch basin to intercept runoff at the low corner of the existing northeast driveway. Only two tiny apron areas in the R.O.W. that aren’t feasible to collect without taking on street runoff are excluded from existing pavement areas. This existing captured area plus the proposed site improvements are routed to the proposed retention basin near the southeast corner of the site. • All captured runoff will get treated by the proposed treatment train prior to ultimately connecting to the existing storm sewer connection to Laredo Drive. • A portion of the proposed driveway connection to Laredo Drive will need to remain uncaptured by this site for the following reason, among others: o Proposed stormwater features (any alternatives) are constrained by the depth required for storage goals without short-circuiting or bypassing via the required emergency overland flow path(s). MAXIMUM EXTENT PRACTICABLE (MEP) ANALYSIS Multiple BMPs were analyzed and modeled to work toward the most appropriate combination of treatment measures to implement on this site to provide treatment to the maximum extent practicable. Some of the alternative BMPs evaluated include the following: 1. Irrigation Re-Use 2. Green Roofs 3. Permeable Pavement 4. Tree Trenches 5. Tree Canopy Abstraction Credits Stormwater re-use for irrigation with the proposed retention basin was deemed the most effective at volume reduction and achieving the required pollutant removal goals for this site with restrictions. Green roofs are not viable for this product type and proposed scope of redevelopment. Permeable pavement is not suited for the steep slope necessary within the driveway to make a connection to Laredo Drive, making its effectiveness negligible in that location and insignificant if used in flatter areas upstream that are already being captured by higher-performing devices. Tree trenches provide insignificant pollutant removal effectiveness both additively to the proposed features or as a replacement of either of the selected treatment practices. Tree Canopy abstraction credit was modeled per the guidance provided in the RPBCWD guidance document (results included in Appendix K). With existing and proposed tree canopies factored in, the resulting additive benefit is minimal. The benefit from tree canopy abstraction for this site is approximately 2.5 lbs of TSS load reduction (or a benefit of +0.3% of annual TSS removal for this project). The highest performing treatment device pairing was selected as a result of analyzing all these alternatives and consists of the proposed retention basin equipped with a stormwater re-use irrigation system. RATE CONTROL COMPLIANCE Peak discharge rates from the proposed redevelopment conditions have been designed to not exceed the applicable runoff rate requirements as follows: Peak Runoff Rates (CFS) - North Existing Proposed 2-yr 1.06 0.36 10-yr 2.02 0.74 100-yr 3.97 1.53 Snowmelt 0.10 0.04 Peak Runoff Rates (CFS) - South Existing Proposed 2-yr 5.25 1.36 10-yr 9.79 2.32 100-yr 18.97 13.46 Snowmelt 0.63 0.46 Peak Runoff Rates (CFS) – Total Existing Proposed 2-yr 6.12 1.86 10-yr 11.44 3.27 100-yr 22.22 14.87 Snowmelt 0.74 0.50 Peak discharge rate at the Water Quality Volume Elevation (WQVE) from the proposed detention basin (NURP Design Level 3) must discharge at a rate less than 5.66 CFS x the Surface Area of the WQVE in acres. Surface Area WQVE = 0.205 acres. Maximum discharge at WQVE = 5.66 x 0.205 = 1.16 CFS Comparison Summary: MPCA Criteria for a Design Level 3 NURP Basin Required Proposed WQV discharge < 5.66 CFS per acre surface area of WQVE < 1.16 CFS 0.58 CFS WQV > 1.5-inches x regulated impervious area 10,756 CF 14,812 CF Multi-cell system Y/N Y Sediment forebay at all major inflows Y/N Y Flow path length to pond width ratio of 3:1 to 10:1 3:1 to 10:1 3.5:1 VOLUME CONTROL COMPLIANCE Volume control from the proposed redevelopment conditions has been designed to provide abstraction to the maximum extent practicable for this site with restrictions. Abstraction volume is limited by the clay soils being unreliable for infiltration. Stormwater re-use for irrigation was the next best alternative approach for volume reduction and below is a summary of the total reduction provided. Regulated Impervious Area = 1.98 acres 1.98 acres x 1.10 inches = 7,912 CF performance goal x 0.55 inches = 3,956 CF performance goal Volume Removed by BMPs towards performance goal = 1,919 CF STORMWATER QUALITY COMPLIANCE The proposed cumulative treatment system has been designed to the maximum extent practicable given site restrictions and BMP alternatives analysis, resulting as follows (also see Appendix D for MIDS model output). Pollutant Load (lbs.) Existing Conditions Proposed Uncontrolled Proposed Removed Proposed Conditions Particulate P 1.59 2.20 1.99 0.20 Dissolved P 1.30 1.80 0.90 0.90 Total P 2.89 3.99 2.89 1.10 72.5% TSS 526.60 724.90 658.70 66.20 90.9% FREEBOARD (FLOOD CONTROL) COMPLIANCE The proposed stormwater management system(s) have been designed to exceed the separation requirements to requested site features as follows. Proposed 100-year high water elevation is at least: 1) 2.0-feet below the low floor elevation of all three buildings. LFE = 994.60 (Existing Building, Low Opening Egress Window) >2.0-feet above the modeled 100-yr HWL = 992.06 CONCLUSION / SUMMARY The proposed stormwater management system: • Provides a reduction in peak discharge rates from existing conditions for all locations where runoff leaves the site, • Provides volume reduction from all regulated impervious surfaces to the maximum extent practicable, • Reduces TP and TSS loading to the applicable performance goals, • Provides freeboard between low opening elevations of adjacent buildings in relation to the 100-year flood elevation. Measure Group, LLC Pete Moreau, P.E. (MN) Partner Phone: (641) 583-0173 Email: pmoreau@measuregrp.com APPENDICES • Appendix A: Geotechnical Evaluation Report (2025 Draft Boring Logs from Braun Intertec and 2018 report prepared by CVT in 2018) • Appendix B: Drainage Maps (Existing & Proposed Conditions) • Appendix C: HydroCAD Model Output (Existing & Proposed Conditions) • Appendix D: MIDS Model Output (Existing & Proposed Conditions) • Appendix E: Storm Sewer Conveyance Sizing Calculations • Appendix F: Operations & Maintenance Documents (Declaration and Exhibits) • Appendix G: Chloride Management Plan • Appendix H: Phase I Environmental Site Assessment (01/29/2024) • Appendix I: Notice of Decision, Wetlands are “No-Loss” (11/22/2017) • Appendix J: Irrigation Usage Plan • Appendix K: Tree Canopy Abstraction Credit Results Appendix A: Geotechnical Evaluation Report (2025 draft boring logs from Braun Intertec and 2018 report prepared by CVT) RE: Chanhassen Project - Boring Recommendations Inbox Jul 9, 2025, 6:39 PM (19 hours ago) to Bjorn, me, Josh, Ryan, Chris, Joe Rosenquist, Joseph A Team, Attached are the draft logs and sketch for the Chanhassen borings completed last week. Overall we found topsoil and fill depth ranging from ½ to 4 feet thick below existing grades over native clayey soils to termination depth. Overall the site looks conducive for a 3,000 psf bearing capacity. To aid in competing the draft report, we are wondering if you can send over any building loads. We assume that both buildings don’t have a basement, but let us know if that is incorrect. As we discussed last week, we were not able to complete the DRI’s for this site. After excavating multiple locations in the proposed ponds, we were not able to test a location that didn’t have water pooling in the excavations. As requested over the phone, we will plan on installing two piezometers to find the elevation that water is present at this site. We currently have the piezometer install on the schedule for the 18th of July but we will need approval before the end of the week to proceed with the piezometers. The second mobilization and the piezometer install will cost between $1,000 to $2,000. Is this change acceptable? As mentioned in our proposal we will only bill on a time and material basis. Let us know if you have any questions. Thank you, Joseph Rosenquist, EIT c. 763.202.3121 o. 952.995.2235 Staff Engineer braunintertec.com LinkedIn | X | Facebook 11001 Hampshire Ave. S Bloomington, MN 55438 Double-ring infiltrometer tests | | | | | ||||||||||||||||||||||| U E UE UE UE UE UE UEUEUEU E UEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUE UEUEUEUEUEUE UE G G G G G GGGGGG G G G G G G G G G G GG G G G G G G G X X X X X X 15" RCP12" R C P 12" RCP15" PVC 15" RCP24" RCP 8" METAL 8 " P VC 8" METAL8" VCP (PER PLAN) GM EM GM 2 STORY FRAME & STUCCO MULTI-UNIT BUILDING AREA = 9103 SFBLDG #611 1 S t o r y F r a m e & S t u c c o G a r a g e C o m p l e x Are a = 4 6 3 0 S F Deck SIGN "STOP" SIGN "STOP" SIGN "NO PARKING" PID: 257620010 OWNER: CHANHASSEN CITY PID: 250125200 OWNER: IND SCHOOL DIST. 112BITUMINOUS TRAILBITUMINOUS TRAIL BITUMINOUS PARKING LOT SIGN "15MPH" 4' WOOD RET. WALL UNKNOWN UPSTREAM SANITARY LOCATION T T CHAIN LINK FENCE CABX SATELLITE DISH CABX 10101010 1 0 1010 10 1010101010 10 10 12" RCP 15" RCP21" RCP 12" P V C 18" PVC8" PVC (PER PLAN)6" DIP ( P E R P L A N ) 8" DIP ( P E R P L A N)8" PVC (PER PLAN)8" CIP (PER PLAN) 8" ABS ( P E R P L A N ) SAN SEWE R ( P E R G S O C ) WATER 6" DIP ( P E R G S O C & P L A N )5021" RCP PORTABLE SHED CABX RO C K M U L C H ( T Y P . ) RO C K M U L C H ( T Y P . ) RO C K M U L C H ( T Y P . ) RO C K M U L C H ( T Y P . ) WOOD BENCHES FIRE PIT W O O D M U L C H CONCRETE STAIRS RO C K M U L C H ( T Y P . ) RO C K M U L C H ( T Y P . ) GRAVEL LOT NO PARKING Drainage and Utility Easement per SARATOGA 3RD ADDITION Drainage and Utility Easement per SARATOGA 3RD ADDITION Drainage and Utility Easement per SARATOGA 3RD ADDITION CB RE=990.37 INV=987.37 NE INV=987.35 S RE=990.62 CB RE=990.39 INV=990.39 N INV=987.36 W CB RE=988.64 INV=982.90 N INV=982.87 S INV=984.64 SW CB RE=987.59 INV=981.39 N INV=981.43 S INV=983.02 W CB RE=987.33 CB RE=987.77 INV=981.35 N INV=981.31 S CB RE=987.74 INV=981.12 E INV=981.15 S ST STMH RE=988.19 INV=980.55 W INV=? NE/SE SUMP=974.87 WEIR=982.93 NOTCH=980.59 ST STMH RE=988.01ST STMH RE=988.04HYDSS SSMH RE=988.50 INV=975.88 W INV=975.85 E 988.9 INV=991.53 SW INV=990.37 E INV=990.35 WSSSSMH RE=995.24 CB RE=995.23 INV=990.75 E CB RE=994.83 CB RE=995.60 HH CB RE=995.72 INV=992.08 NE INV=991.88 SWCB RE=996.29 INV=992.59 NE INV=992.85 SW IP FND PROP COR998.3HY DTNH 996.69 CS SS SSMH RE=993.60 INV=983.83 NE INV=983.86 SW (ORIFICE, NO PIPE) SS SSMH RE=994.50 INV=982.01 SW INV=982.60 NW INV=982.08 E GM IP RLS17765 999.6 IP RLS17765 992.6 IP RLS4374994.88.00 N16°56'27"E L=137.87 meas.(137.88 plat)R=474.00 Δ=16°39'56"meas.(16°40'00"pla t)N89°43'33"W 78.00 N00°16'27"E 513.79N89°11'28"W 174.96 N5 3 ° 3 1 ' 2 3 " W 2 5 4 . 7 2N00°20'03"E 252.00L=219.05R=171.00Δ=73°23'36"990995100010059919929939949969979989991001100210031004992 993 994 9 9 5 9939 9 4 99 6 992993 9909919929939 9 1 99210009969979989991000 10 0 5 1005 998 999 10011001100210021003 1003 1004 1004 1000 996 997 998 999 1001 995 992993 994 991992993991992993991992993995991 99 1 991 992 99 3 99 4 995 996 997 991 995991992993994995989989996 996 989989988| | | | ||HYDHYDST-1 ST-3 ST-4 ST-2 DRI-1 DRI-2 F:\2025\B2505556\CAD\B2505556.dwg,Geotech,7/3/2025 3:48:17 PMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2505556 Drawn By: Date Drawn: Checked By: Last Modified:7/3/25 Drawing No: Project Information Drawing Information B2505556 JAG 6/23/25 JR Santa Vera Phase 2 Intersection of Laredo Drive and Del Rio Drive Chanhassen, Minnesota Soil Boring Location SketchN DENOTES APPROXIMATE LOCATION OF DOUBLE RING INFILTROMETER 0 SCALE:1"= 60' 60'30' DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING Elev./ Depth ft 1005.2 0.7 987.9 18.0 984.9 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace fibers, dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, with SAND layers, brown, moist, stiff to hard (GLACIAL TILL) LEAN CLAY (CL), trace Gravel, gray, moist, very stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-6 (9) 14" 3-5-7 (12) 15" 3-5-9 (14) 18" 3-25-14 (39) 18" 15-9-11 (20) 18" 13-8-10 (18) 18" 12-9-11 (20) 18" qₚ tsf 1.5 1.75 3 2.75 3 MC %Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:ST-1 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182800.8 EASTING:559364.8 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:06/30/25 END DATE:06/30/25 SURFACE ELEVATION:1005.9 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Clear B2505556 Braun Intertec Corporation Print Date:07/11/2025 ST-1 page 1 of 1DRAFTSurface Elevation estimated from provided Civil Topo Elev./ Depth ft 994.7 0.2 990.9 4.0 985.9 9.0 983.9 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace Gravel, trace fibers, dark brown, moist (TOPSOIL) LEAN CLAY (CL), trace fibers, trace organic, gray, moist, stiff (GLACIAL TILL) LEAN CLAY (CL), with Sand lenses, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-4-7 (11) 10" 3-4-6 (10) 14" 3-4-8 (12) 18" 3-7-9 (16) 16" qₚ tsf 1.25 1.75 2.25 MC %Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:ST-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182744.6 EASTING:559522.2 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:06/30/25 END DATE:06/30/25 SURFACE ELEVATION:994.9 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Clear B2505556 Braun Intertec Corporation Print Date:07/11/2025 ST-2 page 1 of 1DRAFT Elev./ Depth ft 996.7 0.8 993.5 4.0 986.5 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, trace fibers, dark brown, moist (TOPSOIL FILL) FILL: LEAN CLAY (CL), brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-5 (8) 2" 3-4-6 (10) 14" 3-4-7 (11) 18" 4-6-7 (13) 18" qₚ tsf 1.25 1.75 1.75 MC %Tests or Remarks Poor recovery Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:ST-3 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182716.7 EASTING:559457.1 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:06/30/25 END DATE:06/30/25 SURFACE ELEVATION:997.5 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Clear B2505556 Braun Intertec Corporation Print Date:07/11/2025 ST-3 page 1 of 1DRAFT Elev./ Depth ft 990.8 0.7 984.5 7.0 982.5 9.0 979.5 12.0 973.5 18.0 970.5 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace Gravel, trace roots, dark brown, moist (TOPSOIL FILL) FILL: SANDY LEAN CLAY (CL), with Gravel, dark brown, moist LEAN CLAY (CL), trace Gravel, gray, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, medium (GLACIAL TILL) LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) LEAN CLAY (CL), trace Gravel, gray, moist, medium (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 5-5-4 (9) 10" 3-2-5 (7) 12" 2-3-5 (8) 14" 1-2-4 (6) 13" 2-2-5 (7) 14" 2-3-6 (9) 18" 2-2-3 (5) 18" qₚ tsf 1 1 1 1 MC %Tests or Remarks Water observed at 14.0 feet while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:ST-4 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182611.8 EASTING:559572.7 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:06/30/25 END DATE:06/30/25 SURFACE ELEVATION:991.5 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Clear B2505556 Braun Intertec Corporation Print Date:07/11/2025 ST-4 page 1 of 1DRAFTSurface Elevation estimated from provided Civil Topo Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Group Symbol Group NameB Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW Well-graded gravelE Cu < 4 and/or (Cc < 1 or Cc > 3)D GP Poorly graded gravelE Fines classify as ML or MH GM Silty gravelE F G Fines Classify as CL or CH GC Clayey gravelE F G Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW Well-graded sandI Cu < 6 and/or (Cc < 1 or Cc > 3)D SP Poorly graded sandI Fines classify as ML or MH SM Silty sandF G I Fines classify as CL or CH SC Clayey sandF G I CL Lean clayK L M PI < 4 or plots below "A" lineJ ML SiltK L M Organic OL CH Fat clayK L M MH Elastic siltK L M Organic OH PT Peat Highly Organic Soils Silts and Clays (Liquid limit less than 50) Silts and Clays (Liquid limit 50 or more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic PI > 7 and plots on or above "A" lineJ PI plots on or above "A" line PI plots below "A" line Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Coarse-grained Soils (more than 50% retained on No. 200 sieve)Fine-grained Soils (50% or more passes the No. 200 sieve) Sands (50% or more coarse fraction passes No. 4 sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines (More than 12% finesC) Clean Sands (Less than 5% finesH) Sands with Fines (More than 12% finesH) Gravels (More than 50% of coarse fraction retained on No. 4 sieve) Liquid Limit −oven dried Liquid Limit −not dried <0.75 Organic clay K L M N Organic silt K L M O Liquid Limit −oven dried Liquid Limit −not dried <0.75 Organic clay K L M P Organic silt K L M Q Particle Size Identification Boulders.............. over 12" Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A.Based on the material passing the 3-inch (75-mm) sieve. B.If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay D.Cu = D60 / D10 Cc = 𝐷30 2 / (𝐷10 𝑥𝐷60) E.If soil contains ≥ 15% sand, add "with sand" to group name. F.If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. G. If fines are organic, add "with organic fines" to group name. H. Sands with 5 to 12%fines require dual symbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay I.If soil contains ≥ 15% gravel, add "with gravel" to group name. J. If Atterberg limits plot in hatched area, soil is CL-ML, silty clay. K.If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q.PI plots below “A” line. Laboratory Tests DD Dry density,pcf qp Pocket penetrometer strength, tsf WD Wet density, pcf qU Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, %PL Plastic limit OC Organic content, %PI Plasticity index Consistency of Blows Approximate Unconfined Cohesive Soils Per Foot Compressive Strength Very soft................... 0 to 1 BPF................... < 0.25 tsf Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium.................... 5 to 8 BPF .................. 0.5 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: Blows/N-value: Blows indicate the driving resistance recorded for each 6-inch interval. The reported N-value is the blows per foot recorded by summing the second and third interval in accordance with the Standard Penetration Test, ASTM D1586. Partial Penetration:If the sampler could not be driven through a full 6-inch interval, the number of blows for that partial penetration is shown as #/x" (i.e. 50/2"). The N-value is reported as "REF" indicating refusal. Recovery: Indicates the inches of sample recovered from the sampled interval. For a standard penetration test, full recovery is 18", and is 24" for a thinwall/shelby tube sample. WOH: Indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WOR: Indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. Water Level: Indicates the water level measured by the drillers either while drilling ( ), at the end of drilling ( ), or at some time after drilling ( ). Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist: Damp but no visible water. Wet: Visible free water, usually soil is below water table. 5/2021 Design Phase Geotechnical Report: Proposed Parkview Apartments on Laredo Drive Laredo Dr. Chanhassen, Minnesota Prepared for: Steve Hansen Hansen Hometech Inc. January 15, 2018 12601.18.MNS ________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N Chosen Valley Testing C V T Chosen Valley Testing, Inc. Geotechnical Engineering and Testing, 414 37th Ave N, St. Cloud, Minnesota 56303 (320) 744-3500 fax (320) 393-3554 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N Steve Hansen January 15, 2017 Hansen Hometech Inc. 7920 Kerber Blvd. Chanhassen, MN 55317 Re: Design Phase Geotechnical Evaluation Proposed Parkview Apartments on Laredo Dr. Chanhassen, Minnesota CVT Project #12601.18.MNS Dear Mr. Hansen, As authorized, we have completed the geotechnical evaluation for the proposed Parkview Apartments on Laredo Drive in Chanhassen, MN. This letter briefly summarizes the findings in the attached report. Summary of Boring Results At the surface, most of the borings encountered slightly organic lean clay topsoil ranging between ½ to 2 feet. This was followed by mixed fill or possible fill in most of the borings, to typical depths of about 4 feet. In the two southernmost borings, a layer of topsoil fill was met below the fill and appeared to be underlain by additional fill. The natural soils below the fill and topsoil were dominated by glacial clays. These were primarily medium to stiff glacial till clays but included softer, more saturated glacio-fluvial clays in the two borings at the south end of the building. Most of the borings terminated in the stiffer glacial till clays. Two of the building borings terminated in rather dense granular materials ranging from silts to sands. Water was observed in the three southern building borings at a depth of 20 to 22 feet below the surface, or about the elevations 975 to 981 feet on the datum used to locate the borings. We would expect groundwater levels to fluctuate similarly to nearby creeks and rivers, along with local weather patterns. Water was observed in the three southern building borings at a depth of 20 to 22 feet below the surface, or about the elevations 78 to 83 ½ feet on the datum used to locate the borings. We would expect groundwater levels to fluctuate similarly to nearby creeks and rivers, along with local weather patterns. Summary of Analysis and Recommendations Based on the borings, the soils in the building area appear to consist of topsoil and fill that is underlain by generally natural glacial clays. The topsoil and fill are not suitable for foundation support and should be removed from below all building areas, along with any existing foundations, utilities or other unsuitable soils. It appears that most of the fill will be removed in order to attain basement grades. Parkview Apartments on Laredo Drive January 15, 2018 Project #: 12601.18.MNS Page - 2 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N The most of the natural soils appear relatively stiff and suitable for support of footings and the slabs. The fluvial soils, however, were much wetter and somewhat softer. With the present information, we recommend the plans be based on removing this soils from below the foundations. At the locations explored, these materials appeared to extend on the order of 5 feet below the slab, or 1 to 3 feet below footings. We recommend Chosen Valley Testing be retained to evaluate the overall grading for conformance to the analyses and recommendations in this report. Subject to these observations, changes to the soil corrections or recommendations may be deemed warranted, but are not expected. With the understood foundation loads and implementation of the earthwork recommendations, we are of the opinion that foundations may be designed to exert bearing pressures up to 4,000 psf. Based on this design bearing pressure, total post-construction settlements are expected to be on the order of 1 inch or less, and differential settlement is expected to be on the order of ½ inch or less between footings that are similarly loaded. Remarks We appreciate the opportunity to serve you. The attached report provides more details of our analysis. If you have any questions about our report, please feel free to contact us at (320) 774-3500. Sincerely, Chosen Valley Testing, Inc. Hannah Fischer Graduate Engineer Colby T. Verdegan, PE Sr. Geotechnical/Materials Engineer _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N TABLE OF CONTENTS A. INTRODUCTION ................................................................................................................................................ 2 A.1. PURPOSE ............................................................................................................................................................... 2 A.2. SCOPE .................................................................................................................................................................. 2 A.3. BORING LOCATIONS AND ELEVATIONS ......................................................................................................................... 2 A.4. GEOLOGIC BACKGROUND ......................................................................................................................................... 2 B. SUBSURFACE DATA ........................................................................................................................................... 3 B.1. STRATIFICATION ...................................................................................................................................................... 3 B.2. PENETRATION TEST AND LABORATORY TEST RESULTS ..................................................................................................... 4 B.3. GROUNDWATER DATA ............................................................................................................................................. 4 C. DESIGN DATA .................................................................................................................................................... 4 D. ANALYSIS .......................................................................................................................................................... 5 E. RECOMMENDATIONS-EXCAVATION/BACKFILL .................................................................................................. 5 E.1. GRADING RECOMMENDATIONS .................................................................................................................................. 5 E.1.a. Stripping and Excavation ............................................................................................................................ 5 E.1.b. Subgrade Evaluation and Below Footing Removals of Soft Fluvial Soils .................................................... 6 E.1.c. Oversizing ................................................................................................................................................... 6 E.1.d. Filling, Compaction, and Surface Compaction: ........................................................................................... 6 E.2. BUILDING DESIGN ................................................................................................................................................... 6 E.2.a. Foundation Depth ....................................................................................................................................... 6 E.2.b. Bearing Capacity ........................................................................................................................................ 6 E.2.c. Settlement .................................................................................................................................................. 7 E.2.d. Vapor Barrier .............................................................................................................................................. 7 E.2.e. Slab Design ................................................................................................................................................. 7 E.2.f. Below-Grade Walls ..................................................................................................................................... 7 E.2.g. Drainage .................................................................................................................................................... 7 F. PAVED AREAS .................................................................................................................................................... 7 F.1. STRIPPING AND GRADING ......................................................................................................................................... 7 F.2. FILL PLACEMENT AND COMPACTION ........................................................................................................................... 8 F.3. PAVEMENT DESIGN.................................................................................................................................................. 8 G. ESTIMATED INFILTRATION ................................................................................................................................. 8 H. CONSTRUCTION TESTING AND DOCUMENTATION ............................................................................................ 9 H.1. EXCAVATION .......................................................................................................................................................... 9 H.2. COLD WEATHER ..................................................................................................................................................... 9 H.3. CONSTRUCTION TESTING AND DOCUMENTATION .......................................................................................................... 9 I. LEVEL OF CARE ................................................................................................................................................... 9 J. CERTIFICATION ................................................................................................................................................ 10 APPENDIX ............................................................................................................................................................ 11 BORING LOCATION SKETCH LOG OF BORING # 1-8 LEGEND TO SOIL DESCRIPTION Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 2 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N Design Phase Geotechnical Report Proposed Parkview Apartments on Laredo Apartments Laredo Dr. Chanhassen, Minnesota CVT Project Number: 12601.18.MNS Date: January 15, 2018 A. Introduction The intent of this report is to present our findings to the client in the same logical sequence that led us to arrive at the opinions and recommendations expressed. Since our services often must be completed before the design is finished, assumptions are often needed to prepare a proper scope and to analyze the data. A complete and thorough review of the entire document, including its assumptions and its appendices, should be undertaken immediately upon receipt. A.1. Purpose This geotechnical report was prepared to aid in the design and construction of the proposed Parkview Apartments on Laredo Apartment Development in Chanhassen, Minnesota. Our services were authorized by the owner, Mr. Steve Hansen of Hansen Hometech, Inc. A.2. Scope To obtain data for analysis, a total of eight borings were authorized. The four borings were drilled to the planned depths of 26 feet, the remaining borings were drilled to the planned depths of 11 feet. Our engineering scope consisted of providing this report presenting our findings and geotechnical recommendations for the proposed building and pavements. A.3. Boring Locations and Elevations Preferred boring locations were indicted to Chosen Valley Testing (CVT) on a site plan provided by the designers and several were eliminated after discussion with the owners. Field locations were staked based on avoiding utilities and access around the site. The sketch in the Appendix of this report was made by superposing the plan onto a satellite view of the area, using Google Earth software, and shows the approximate boring locations as-drilled. Elevations were estimated by from topographic contours on the site plan provided. The contours appear to correspond to mapping by MnTOPO software, and should be considered approximate. A.4. Geologic Background A geotechnical report is based on subsurface data collected for the specific structure or problem. Available geologic data from the region can help interpretation of the data and is briefly summarized in this section. Geologic maps indicate that the dominant soils in the area are glacial clays. Bedrock is expected to be more than 100 feet below the surface and not a consideration for the project. Bedrock is dolostone from the Prairie De Chien Group. Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 3 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N B. Subsurface Data Procedures: The borings were performed using penetration test procedures (Method of Test D1586 of the American Society for Testing and Materials). With the penetration test procedures method, a hollow-stem auger is drilled to the desired sampling depth. A 2-inch OD sampling tube is then screwed onto the end of a sampling rod, inserted through the hole in the auger's tip, and then driven into the soil with a 140 -pound hammer dropped repeatedly from a height of 30 inches above the sampling rod. The sam pler is driven 18 inches into the soil, unless the material is too hard. The samples are generally taken at 2½ to 5 -foot intervals. The core of soil obtained was classified and logged by the driller on site and a representative portion was then sealed and delivered to the geotechnical engineer for further review. B.1. Stratification At the surface, most of the borings encountered slightly organic lean clay topsoil ranging between ½ to 2 feet. This was followed by Smixed fill or possible fill in most of the borings, to typical depths of about 4 feet. In the two southernmost borings, a layer of topsoil fill was met below the fill and appeared to be underlain by additional fill. The natural soils below the fill and topsoil were dominated by glacial clays. These were primarily medium to stiff glacial till clays but included softer, more saturated glacio-fluvial clays in the two borings at the south end of the building. Most of the borings terminated in the stiffer glacial till clays. Two of the building borings terminated in rather dense granular materials ranging from silts to sands. For the reader’s convenience, we have summarized the soil boring data on the cross -section which follows. The reader is referred to the log sheets in the Appendix for more detailed information. 965 970 975 980 985 990 995 1000 1005 B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8Approximate Elevation (feet)Boring Number Topsoil Fill Fluviual Clay Sandy Clay Clayey Silt Silty Clayey Sand Sand Below Boring Building Borings Pavement Borings Pond BoirngN Center SW SE North South Approx. Lower Level Slab = 1092.5 feet Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 4 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N B.2. Penetration Test and Laboratory Test Results The number of blows needed for the hammer to advance the penetration test sampler is an indicator of soil characteristics. The results tend to be more meaningful for natural mineral soils, than for fill soils. In fill soils, compaction tests are more meaningful. Penetration resistance value ("N" Value) of 3 to over 23 blows per foot (BPF) was recorded in the natural clays indicating they were soft to very stiff, but mostly rather stiff to stiff. The lowest values were recorded in the pond boring (Boring B-8). In the fill soils blow counts ranged from 6 to 15 BPF. The sand layers returned penetration resistance values ranging from 22 to 33 blows per foot, indicating they were medium dense to dense. A key to descriptors used to qualify the relative density of soil (such as soft, stiff, loose, and dense) can be found on the Legend to Soil Description in the Appendix. B.3. Groundwater Data During drilling, the drillers may note the presence of moisture on the sampler, in the cuttings, or in the borehole itself. These findings are reported on the boring logs. Because water levels vary with weather, time of year, and other factors, the presence or lack of water during exploration is subject to interpretation and is not always conclusive. Water was observed in the three southern building borings at a depth of 20 to 22 feet below the surface, or about the elevations 975 to 981 feet on the datum used to locate the borings. We would expect groundwater levels to fluctuate similarly to nearby creeks and rivers, along with local weather patterns. C. Design Data Because each structure has a different loading configuration and intensity, different grades, and different structural or performance tolerances, the results of a geotechnical exploration will mean different things for different facilities. If the facility changes, Chosen Valley Testing should be contacted to discuss possible implications of the changes. Without a chance to review such changes, the recommendations of the soils engineer may no longer be valid or appropriate. The project consists of the construction of a three-story apartment building with underground parking below the buildings, as well as separate parking areas. The structure is to consist of concrete or masonry foundations, with a precast main level over the garage and wood-framing above that. Maximum foundation loads are assumed to be on the order of 250 kips per column. First level finished floor and garage floor elevations are understood to be near the elevations of 1004 and 992.5 feet on the datum used respectively. The resulting garage level appears to be about 3 ½ to 10 ½ feet below existing grades. Basement footings are assumed to be about 2 to 4 feet below the slab. We have assumed that the parking areas will experience primarily light to moderate traffic loa ds and Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 5 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N assumed to experience primarily auto traffic and occasional commercial truck traffic . A storm pond is to be constructed on the eastern edge of the lot. D. Analysis Based on the borings, the soils in the building area appear to consist of topsoil and fill that is underlain by generally natural glacial clays. The topsoil and fill are not suitable for foundation support and should be removed from below all building areas, along with any existing foundations, utilities or other unsuitable soils. It appears that most of the fill will be removed in order to attain basement grades. The most of the natural soils appear relatively stiff and suitable for support of footings and the slabs. The fluvial soils, however, were much wetter and somewhat softer. With the present information, we recommend the plans be based on removing this soils from below the foundations. At the locations explored, these materials appeared to extend on the order of 5 feet below the slab, or 1 to 3 feet below footings. We recommend Chosen Valley Testing be retained to evaluate the overall grading for conformance to the analyses and recommendations in this report. Subject to these observations, changes to the soil corrections or recommendations may be deemed warranted, but are not expected. We recommend using clean sands or gravels to attain final grades for buildings and pavements. These soils will have to be imported. With the understood foundation loads and implementation of the earthwork recommendations, we are of the opinion that foundations may be designed to exert bearing pressures up to 4,000 psf. Based on this design bearing pressure, total post-construction settlements are expected to be on the order of 1 inch or less, and differential settlement is expected to be on the order of ½ inch or less between footings that are similarly loaded. The remainder of the report provides more details of our recommendations. E. Recommendations-Excavation/Backfill E.1. Grading Recommendations E.1.a. Stripping and Excavation: The topsoil and fill are not suitable for foundation support and should be removed from below all building areas, along with any existing foundations, utilities or other unsuitable soils. The tabulation below shows the anticipated depth of excavation depth of fill and topsoil removal at the boring locations. Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 6 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N E.1.b. Subgrade Evaluation and Below Footing Removals of Soft Fluvial Soils: As noted earlier, the fluvial soils, were much wetter and somewhat softer than the other glacial soils. With the present information, we recommend the plans be based on removing this soils from below the foundations. At the locations explored, these materials appeared to extend on the order of 5 feet below the slab or about 1 to 3 feet below footings in the two southernmost borings (Borings B-3 and B-4). We recommend Chosen Valley Testing be retained to evaluate the overall grading for conformance to the analyses and recommendations in this report. Subject to these observations, changes to the soil corrections or recommendations may be deemed warranted, but are not expected. E.1.c. Oversizing: Any stripping or corrective excavations should be oversized at least 1 foot beyond the foundations for each foot of fill needed below footing grade. This oversizing can be reduced by up to 50% if rather precise staking is present during grading. E.1.d. Filling, Compaction, and Surface Compaction: We recommend using clean sand or gravel, having less than 10% particles passing the number 200 sieve below foundations and slab. We recommend using sand having less than 5% passing a #200 sieve as fill in the upper 4 to 6 inches of the subgrade (just below slabs). This is intended to provide a capillary break and will likely have to be imported. New fill placed on site should be placed in lifts adjusted to the compactor being used and the material being compacted. We recommend limiting lifts to no more than 1 foot, assuming large, self-propelled or tow-behind compactors are used. All materials below the building, in the oversized areas, or used as backfill for walls should be compacted to a minimum of 95% of its maximum standard Proctor density (ASTM D 698). E.2. Building Design E.2.a. Foundation Depth: We recommend placing foundations at least 48 inches below the exposed ground surface for frost protection. Interior foundations in heated areas may be placed directly below slabs. Footings for unheated structures should be placed at least 60 inches below the exposed ground surface. E.2.b. Bearing Capacity: Based on the assumed loads and implementation of the earthwork recommendations, we are of the opinion that foundations may be designed to exert pressures of up to Boring No. Approx. Ground Surface Elevation (feet) Apparent Depth of Topsoil and Fill (feet) Approx. Bottom Elevation of Fill and Topsoil (feet) Approx. Bottom of Slab Elevation Anticipated Excavation Depth Below Slabs (feet) B-1 1001 1/2 1 1000 1/2 992 0 B-2 1003 4 999 992 0 B-3 996 4 992 992 0 B-4 996 4 992 992 0 Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 7 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N 4,000 psf. This allowable bearing pressure includes a safety factor of at least 3 against shear failure. E.2.c. Settlement: Based on a bearing pressure of 4,000 psf, total post-construction settlements are expected to be on the order of 1 inch or less. Differential settlement between similarly loaded footings is expected to be on the order of ½ inch or less. E.2.d. Vapor Barrier: If the slab will receive coverings that are less permeable than concrete, a vapor barrier should be placed below the slab. Some contractors prefer to place this barrier below the sand, to limit the potential for curling. E.2.e. Slab Design: The completed slab subgrade is expected to consist of primarily engineered granular fill overlying natural sandy clays. We recommend using a modulus of subgrade reaction of no more than 150 pounds per cubic inch for these conditions. E.2.f. Below-Grade Walls: Lateral support values are provided for design of below-grade walls. Backfill should be compacted to at least 95% of its maximum standard Proctor density (ASTM D 698). Lateral resistance will depend on the materials used. We recommend using clean, free -draining sands, having less than 10% fines, as fill against below-grade walls. The sands should be capped with pavements or clayey topsoil. The table below includes support values for the recommended clean sands. These values do not include a safety factor. The actual loads exerted on the structure will depend on the movement or flexure of the structure. For sand fill, horizontal movement or flexure of about 0.2% of the height of soil retained may be sufficient to mobilize frictional forces from the at-rest state to the active state. E.2.g. Drainage: The basements walls should be provided with perimeter drainage, to prevent hydrostatic pressure on the walls and allow removal of any water that may collect in the excavation during or after construction. F. Paved Areas F.1. Stripping and Grading We recommend stripping the topsoil along from below paved areas along with any soft or otherwise Poorly Graded Sands (SP) 95% Standard Proctor Density Internal Friction Angle (degrees) 34 Cohesion (psf) 0 Coefficient of Friction between Concrete and Soil 0.50 Moist Unit Weight (pcf) 120 At-Rest Coefficient (Ko) 0.44 Active Coefficient (Ka) 0.28 Passive Coefficient (Kp) 3.54 Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 8 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N unsuitable materials that may be encountered during construction from below any paved areas to a depth of 3 feet. The near-surface soils should then be scarified to encourage uniformity and compacted as needed to pass a test roll. F.2. Fill Placement and Compaction If new fill is needed in paved areas, it should consist of a uniform soil type similar to the near -surface soils already present – which were primarily lean clays to sandy lean clays. The existing soils may be rather sensitive if very wet of saturated – though the soils were not in this conditions at the time of our exploration. As a precaution as against bad weather or unexpecte d soft areas or to simply provide a higher quality pavement subgrade, we recommend that plans include an option for placing a layer of sand and a geosynthetic below the pavement section. Fill placed in the upper 3 feet of the subgrade should be compacted to at least 100% of its maximum standard Proctor density. Below 3 feet, compaction to 95% is recommended. The completed pavement subgrade should be able to pass a test roll. Areas not passing the test roll should be reworked and stabilized with additional aggregate base or other means, as needed to pass the test roll. F.3. Pavement Design After stripping and grading, the soils present at subgrade elevation are expected to be primarily lean clays to sandy lean clays. We recommend using an R value of no more than 12 for the design of pavements on these materials. In the absence of traffic loading data, we suggest a light duty bituminous pavement section consisting of at least 3 inches of bituminous followed by 8 inches of aggregate base. In loading dock or truck areas that will primarily receive heavier vehicle loads, we recommend a heavy duty bituminous pavement section of 4 inches of bituminous followed by 10 inches of aggregate base. The above pavement sections assume that the subgrade has been sufficiently moistened and compacted to pass a test roll. Observation of the test roll should be documented by qualified geotechnical personnel. The necessity of scarifying and compacting the subgrade would be determined by the test roll. The pavement section should be considered preliminary, subject to review by the project engineering consultant, and subject to their experience with pavement design and performance in the area of the project. G. Estimated Infiltration Infiltration rates for the various soil layers were estimated based on presumptive values from the MPCA Stormwater Manual in consideration of soil classification. The dominant soil is sandy lean cla y has an estimated infiltration rates of .06 inches per hour. Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 9 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N H. Construction Testing and Documentation H.1. Excavation Stripping can likely be performed with a variety of equipment . The deep excavations will require the use of a backhoe. H.2. Cold Weather If the excavation occurs during freezing temperatures, good winter construction practices should be used. Frozen fill should be thawed before placing and filling should not be placed on frozen ground. Slab areas should be completely thawed prior to placing concrete. H.3. Construction Testing and Documentation The bottom of the excavations should be evaluated and documented by qualified geotechnical personnel to assess the soils at bearing depth. Any fill placed below building areas should be evaluated for conformance to the project gradation recommendations and should be tested for compaction. If filling proceeds during periods of freezing weather, full-time testing should be considered to help confirm that imported fill is thawed prior to and during compaction, and that all snow has been removed before placement of the fill. Although our firm offers testing services relating to civil and st ructural components of the structure (such as concrete testing, reinforcement observations, etc.), specification of such services are beyond our work scope and the designer should be consulted as to such requirements. I. Level of Care The services provided for this project have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area, under similar budget and time constraints. This is our professional responsibility. No other warranty, expressed or implied, is made. Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 10 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N J. Certification I hereby certify that this report was prepared by me or under my direct supervision, and that I am a duly registered engineer under the laws of the State of Minnesota. Colby T. Verdegan, PE Geotechnical Engineer Registration Number 18983 Date: January 15, 2018 Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 11 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N Appendix Boring Location Sketch Log of Boring # 1-8 Legend to Soil Description Boring Location Sketch Parkview Apartments on Laredo Dr. Chanhassen , Minnesota 12601.18.MNS C Chosen Valley Testing, Inc. V T Legend Boring Locations N MC=19% 983.5 ML Benchmark:Top nut of thefire hydrant located nearboring B-04,assumed=100ft.PP=3.25 tsf PP=2.75 tsf CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18MC=21% OL PP=3.25 tsf PP=2 tsf PP=2.75 tsfMC=15% MC=16% 1.0 18.0 26.0 1000.5 PP=2.75 tsf CL PP=2.75 tsf 9 13 12 18 14 19 9 17 MC=20% BPF 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota Description of Materials(ASTM D 2487/2488) See attached sketch.LOCATION: USCSSymbol Tests and NotesDepth SCALE: 1" = 4' 975.5 WLElev. DATE: 1/8/2018 TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet.SANDY LEAN CLAY, trace Gravel, brown, wet,rather stiff to very stiff.(Glacial Till) CLAYEY SILT, gray, wet, rather stiff to very stiff.(Glacio-Fluvium) End boring.Water was not observed.Boring caved in at 14 feet after auger removal.Boring sealed upon completion. CHOSEN VALLEY TESTING B-01 page 1 of 1 L O G O F B O R I N G 0.0 PROJECT: 1001.5 12601.18.MNS B-01BORING: MC=19% 980.0 CL MC=17% MC=20% PP=2.75 tsf MC=18%CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18CL 985.0 999.0 1001.7 PP=2.25 tsf MC=18% 26.0 23.0 18.0 4.0 1.3 CL 10 SCSM 22 OL 23 10 17 14 14 13 PP=3 tsf 1003.0 L O G O F B O R I N G CHOSEN VALLEY TESTING SCALE: 1" = 4' BPF 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota See attached sketch.LOCATION: USCSSymbol 977.0 Tests and Notes PROJECT: Elev. DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488)WL PP=3.5 tsf End boring.Water was observed at 22 feet during drilling.Boring caved in at 13 1/2 feet after auger removal.Boring sealed upon completion. SANDY LEAN CLAY, trace Gravel, brown, wet,rather stiff to very stiff.(Glacial Till) Depth TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet. SANDY LEAN CLAY, trace Gravel, grayish brown,wet, very stiff.(Glacial Till) SILTY CLAYEY SAND, fine-to-medium grained,trace Gravel, brown, wet, medium dense.(Glacio-Fluvium) POSSIBLE FILL, Sandy Lean Clay, brown, wet. 12601.18.MNS BORING: 0.0 B-02 page 1 of 1 B-02 MC=16% CL PP=2.25 tsfMC=38% PP=2 tsfMC=33% PP=2.5 tsf CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18992.0 PP=3 tsf OL PP=2.5 tsf PP=2 tsfMC=18% 1.8 4.0 9.0 26.0 994.2 PP=3 tsf CL CL 11 11 7 9 15 13 12 10 MC=21% PP=1.5 tsf L O G O F B O R I N G CHOSEN VALLEY TESTING Depth BPF 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota See attached sketch.LOCATION: USCSSymbol996.0 987.0 SCALE: 1" = 4' WLElev.Description of Materials(ASTM D 2487/2488) DATE: 1/8/2018 Tests and Notes POSSIBLE FILL, Lean Clay, gray to 7 feet thengrayish brown, wet. PROJECT: End boring.Water was observed at 21 feet during drilling.Boring caved in at 20 feet after auger removal.Boring sealed upon completion. LEAN CLAY, gray to 7 feet then brown, wet,medium to rather stiff.(Glacio-Fluvium) TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet. 970.0 SANDY LEAN CLAY, trace Gravel, brown to 2feet then gray, wet, rather stiff to stiff.(Glacial Till) BORING: 12601.18.MNS B-03 0.0 B-03 page 1 of 1 PP=3.75 tsf MC=31%PP=1 tsf MC=19% CL MC=21% SPSM 987.0 PP=1.25 tsf 26.0 992.0 994.7 CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18MC=18% 23.0 20.0 9.0 4.0 1.3 CL SCSM 7 26 CL OL 11 33 13 19 13 7 MC=20% BPF PP=2.75 tsf USCSSymbol 976.0 See attached sketch. SCALE: 1" = 4' CHOSEN VALLEY TESTINGL O G O F B O R I N G 996.0 PROJECT:12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota WL Tests and Notes DATE: 1/8/2018 DepthElev. LOCATION: Description of Materials(ASTM D 2487/2488) SILTY CLAYEY SAND, fine-to-medium grained,trace Gravel, brown, wet, dense.(Glacio-Fluvium) SANDY LEAN CLAY, trace Gravel, brown, wet,stiff to very stiff.(Glacial Till) End boring.Water was observed at 20 feet during drilling.Boring caved in at 16 feet after auger removal.Boring sealed upon completion. SANDY LEAN CLAY, gray, wet, medium.(Glacio-Fluvium) FILL, Lean Clay, gray, wet. TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet. POORLY GRADED SAND with SILT,fine-to-medium grained, trace Gravel, brown, wet,medium dense.(Glacio-Fluvium) B-04 page 1 of 1 970.0 BORING: 973.0 B-04 0.0 12601.18.MNS PP=2.75 tsf 0.7 11.0 996.3 PP=2.75 tsf PP=3.25 tsf CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18SANDY LEAN CLAY, trace Gravel, brown, wet,rather stiff to stiff.(Glacial Till) End boring.Water was not observed.Boring caved in at 6 feet after auger removal.Boring sealed upon completion. B-05 page 1 of 1 986.0 15 MC=18% 12 TOPSOIL, Slightly Organic Silty Sand,fine-to-medium grained, trace Roots, black, wet. 12 SMCL MC=19%11 Tests and NotesDepth0.0Elev. DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488)WL PROJECT: 12601.18.MNS B-05 USCSSymbol997.0 L O G O F B O R I N G 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota LOCATION:BORING: See attached sketch. CHOSEN VALLEY TESTING BPF SCALE: 1" = 4' MC=19% 1.0 6.5 11.0 990.5 CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet.FILL, Silty Clay to Sandy Lean Clay, gray andbrown, wet. SANDY LEAN CLAY, trace Gravel, brown, wet,stiff.(Glacial Till) End boring.Water was not observed.Boring caved in at 5 1/2 feet after auger removal.Boring sealed upon completion. 985.0 12 12 PP=2 tsf 15 MC=18% OL CL CL 15 USCSSymbol Tests and NotesDepth 980.5 LOCATION: DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488)WLElev. BORING:B-06 See attached sketch. B-06 page 1 of 1 0.0 12601.18.MNS SCALE: 1" = 4' 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota BPF PROJECT: CHOSEN VALLEY TESTINGL O G O F B O R I N G 991.5 5.0 6.5 11.0 987.5 986.0 CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18FILL, Silty Sand to Silty Clay to Sandy Lean Clay,trace Gravel and Wood, gray, wet. BURIED TOPSOIL, Slightly Organic Lean Clay,trace Organics, black, wet. FILL, Lean Clay, trace Wood Chips, gray, wet. End boring.Water was not observed.Boring caved in at 8 feet after auger removal.Boring sealed upon completion. 981.5 6 13 MC=31%7 MC=19% CL OL CL 10 WLDepth LOCATION: Elev.USCSSymbol DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488) B-07 page 1 of 1 0.0 BORING:B-07 12601.18.MNS Tests and Notes See attached sketch. SCALE: 1" = 4' 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota BPF CHOSEN VALLEY TESTINGL O G O F B O R I N G 992.5 PROJECT: MC=16% MC=27% 1.3 3.0 5.5 6.5 9.0 11.0 989.0 CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18985.5 983.0 981.0 9 9 3 4 986.5 OL SPSM OL SPSMCL CL SCALE: 1" = 4' BPF 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota See attached sketch.LOCATION: USCSSymbol TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet. Tests and Notes 990.7 Depth CHOSEN VALLEY TESTING Elev. DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488)WL FILL, Poorly Graded Sand with Silt, course grained,brown, moist. BURIED TOPSOIL, Slightly Organic Lean Clay,trace Organics, black, wet. FILL, Poorly Graded Sand with Silt, course grained,brown, moist.SANDY LEAN CLAY, gray, wet, soft.(Glacio-Fluvium) SANDY LEAN CLAY, trace Gravel, brown, wet,rather soft.(Glacial Till) End boring.Water was not observed.Boring caved in at 8 feet after auger removal.Boring sealed upon completion. L O G O F B O R I N G B-08 page 1 of 112601.18.MNS PROJECT:B-08BORING: 0.0992.0 Appendix B: Drainage Maps (Existing & Proposed Conditions) |||||||||||||||||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UEGGGGGG G G G G GGGGGGGGGGGG GGGGGGGG606050 5050XXXXX X15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCP8" METAL8" PVC8" METAL8" VCP (PER PLAN)GMEMGM2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERW O O D SH E DDeck SIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVE PID: 257620020OWNER: SANTA VERA APARTMENTS LLCPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUS TRAIL BITUMINOUS TRAILBITUMINOUS PARKING LOTSIGN "15MPH"1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL4' WOODRET. WALLUNKNOWN UPSTREAMSANITARY LOCATIONTTCHAIN LINKFENCE1' BLOCKRET. WALLCABXSATELLITE DISHCABX10 1010101010101010 10 10 10 101010ROOF OVERHANGROOF OVERHANG12" RCP21" RCP12" PVC1 8 " P V C 8" PVC (PER PLAN) 8" DIP (PER PLAN)6" DIP (PER PLAN)8" DIP (PER PLAN) 8" PVC (PER PLAN)8" CIP (PER PLAN)8" ABS (PER PLAN)8" ABS (PER PLAN)SAN SEWER (PER GSOC)WATER 6" DIP (PER GSOC & PLAN)50 DELRIODRIVE5021" RCPPORTABLESHEDCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOODBENCHESFIRE PITCONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTNO PARKINGDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04HYDSSSSMHRE=988.50INV=975.88 WINV=975.85 E#111-20" ash#113-10" spruce#114-28" maple#116-60" basswood, multi-stem#117-30" maple#1-boxelder, 3-stem(8,8,8)#2-13" boxelder#5-poplar, 2-stem(15,13)#3-boxelder, 3-stem(8,8,4)#6-poplar, 4-stem(20,20,20,10)#8-13" poplar#22-poplar, 2-stem(20,16)#23-poplar, 2-stem(24,12)#24-poplar, 2-stem(20,20)#25-poplar, 2-stem(10,6)#110-16" pine#109-30" maple#108-22" maple#107-26" maple#106-14" pine#4-boxelder, 4-stem(10,8,6,5)#12-10" boxelder988.9#112-22 maple#105-22" pine#104-15" pine#102-14" pine#101-15" ash#100-14" ash#98-20" spruce#99-18" maple#103-16" pine#97-15" spruce#96-20" mapleCBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WSSSSMHRE=995.24CBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW#86-50" cottonwood#85-20" cottonwood#84-16" boxelder#83-14" boxelder#81-11" boxelder#82-20" crabapple#87-12" maple#88-ash, 2-stem(8,8)#89-22" maple#90 15" maple#91-16" maple#95-48" maple#94-18" maple#93-15" maple#92-15" mapleIP FND PROP COR998.3#131-10" red cedar#133-12" cottonwood#132-10" red cedar#79-15" crabapple#80-12" crabapple#78-boxelder, 4-stem(8,8,6,6)#126-11" cottonwood#125-10" elm#124-10" red cedar#123-14" cottonwood#122-10 cottonwood#121-30" cottonwood#120-18" cottonwood#119-10" cottonwood#118-28" maple#26-poplar, 3-stem(20,14,14)#27-20" poplar#28-24" poplar#29-14" poplar#33-11" poplar#32-20" poplar#30-30" poplar#31-poplar, 2-stem(14,14)#7-18" poplar#9-boxelder, 2-stem(10,8)#10-poplar, 2-stem(42,13)#11-35' spruce#16-20" poplar#14-11" boxelder#13-60" cottonwood#15-11" boxelder#20-10" boxelder#19-26" poplar#18-24" poplar#17-24" poplar#37-10" boxelder#35-10" boxelder#36-10" boxelder#34-10" boxelderHYD TNH996.69CSSSSSMHRE=993.60INV=983.83 NEINV=983.86 SW (ORIFICE, NO PIPE)SSSSMHRE=994.50INV=982.01 SWINV=982.60 NWINV=982.08 E#48-10" boxelder#41-10" boxelder#21-boxelder, 3-stem(10,10,10)#38-10" boxelder#39-36" poplar#40-36" poplar#42-10" boxelder#43-14" boxelder#44-16" boxelder#51-11" boxelder#52-10" boxelder#53-12" boxelder#54-11" boxelder#55-10" ash#45-11" boxelder#47-14" boxelder#46-10" boxelder#49-11" boxelder#50-silver maple, 5-stem(12,12,9,6,4)#59-10" maple#60-silver maple, 4-stem(18,16,10,8)#70-26" silver maple#58-10 ash#56-10" ash#57-10" ash#61-basswood, 4-stem(8,8,6,4)#63-12" crabapple#62-10" boxelder#64-14" ash#65-10" ash#66-10" ash#67-12" ash#74-10" boxelder#73-14" boxelder#68-silver maple, 3-stem(8,5,4)#69-16" silver maple#71-15" maple#72-15" maple#75-12" elm#76-14" ashGM#127-12" cottonwood#128-cottonwood, 2-stem(10,8)#129-10" maple#130-15" cottonwoodIP RLS17765999.6#77-15' red cedarIP RLS17765992.6IP RLS4374994.8 AREA : 167713.25 SF3.85 ACRES8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"47.222 . 5 46.222 . 1 46.222 . 2 70.516 . 1 23.514 . 2 16.522 . 517.214 . 1 23.516 . 1 68.822 . 2 46.222 . 1 1. 0 24 . 0 31.81. 0 8.61. 0 43.24. 0 24.040 . 6 83.624 . 0 83.04. 0 24.08.631.842.61. 0 48.61005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 990 991 992 993 994 992 993 994993994995996 992 99 3 990 991 992 993991992 996 997 998 9991000 99899910001001100110021002100310031004100410051005 99699799899910001001 992 993 994995 991 99299 3 991 992 993 991 992 993 995 991991991992993994995996997991990 991 992 993 994 990 989 989 996 996989 989 988 995996 997998 9991000 10011002 1003 1004 10059991000100110021003992993 99 4 995 996 997 998997 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60E1E2DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\DEMOLITION PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalLandscape Architect under thelaws of the State of Minnesota.1RPBCWD Revs.07.21.2025Sheet:XX.XX.XX53234Joshua J McKinney, PLAN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PEEXISTINGDRAINAGE MAPSCALE IN FEET06030-1.50%1000.00LEGENDPROPERTY BOUNDARYEXISTING CONTOURPROPOSED CONTOURSETBACK LINERIGHT OF WAY LINEEASEMENTSTANDARD CURB AND GUTTERSTORM SEWERFLARED END SECTIONRETAINING WALLDRAINTILEGRADING LIMITSSPOT ELEVATIONFLOW DIRECTIONEMERGENCY OVERFLOWDRAINAGE AREA LABELBEST MANAGEMENT PRACTICE (BMP) LABELLODDE.O.SPOT ELEV. LABELSM.E.=MATCH EXISTINGTW=TOP OF WALLBW=BOTTOM OF WALLTC=TOP OF CURBXXXXDRAINAGE SUMMARYSITE DATATOTAL SITE AREA:IMPERVIOUS AREA:PERVIOUS AREA:3.85 ACRES0.83 ACRES3.02 ACRESAPPENDIX B3.90 ACRES0.87 ACRES3.03 ACRESWITH R.O.W. UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9 9 2 9 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 996 996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD D2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD DDSTORMWATER RETENTION(NURP) BASINS±44,590 C.F. COMBINEDTOTAL LIVE STORAGE±8,590 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 993.00E.O. SPILLWAY: 992.50HWL: 992.06WQVE: 990.40NWL: 988.30RE-USE SHUTOFF: 987.00BOTTOM: 984.00DLODLODLODLODLOD LODLODL O D LODLODLOD LODLODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9929 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 996996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.609 9 4 996995996996 993 99 2 99 0 987992993994994994991992993 99199298998799199299 3 996997998999989 990 991 992 993 988 990988 9949989979989969979959969 9 7 99 8 99399099499 5996997995995 994 990997999996 989993993993 991990991992993 993987 996 98799599499499 1 99399098 8 993989 991 993993 989-2.5%-2.0%-1.7%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-1.5%-1.5%-1.5%-2.5%-3.0%-3.0%-3.7%-2.4%-2. 0 %-7.6%-0.5%-24.9%-15.3%-1.5% -33.3%-30.0%-26 .0%-2.0%-2.0%-2.8%-2.5%-1.5%-2.0%-4.3%-2.3%-2.0%- 2 . 1% -1. 6 % -1.5% -1. 5 %-3.0%-1.5%-1.6%-24.0%-2.0%-2.0% -1.7%-33.3%-33.3%-33.3%-18 . 0 %-2.4%-1.5%99 3 992 994 996995-1.7%-2.0%P1P2P3P4P5-1.7%-3.5%-2.5%LODLODLODLODLOD LODLODL O D LODLODLOD LODLODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD 993 984 98 7987 991989-33.3% 98 9 98 7 988984984993991989991 993988-33.3%-33.3%-33.3%991 989989 -1.50%1000.00DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\GRADING PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:1RPBCWD Rev-107.21.2025Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PE2RPBCWD Rev-207.29.2025PROPOSEDDRAINAGE MAPLEGENDSCALE IN FEET06030PROPERTY BOUNDARYEXISTING CONTOURPROPOSED CONTOURSETBACK LINERIGHT OF WAY LINEEASEMENTSTANDARD CURB AND GUTTERSTORM SEWERFLARED END SECTIONRETAINING WALLDRAINTILEGRADING LIMITSSPOT ELEVATIONFLOW DIRECTIONEMERGENCY OVERFLOWDRAINAGE AREA LABELBEST MANAGEMENT PRACTICE (BMP) LABELLODDE.O.SPOT ELEV. LABELSM.E.=MATCH EXISTINGTW=TOP OF WALLBW=BOTTOM OF WALLTC=TOP OF CURBXXXXDRAINAGE SUMMARYSITE DATATOTAL SITE AREA:IMPERVIOUS AREA:PERVIOUS AREA:3.85 ACRES1.94 ACRES1.91 ACRESAPPENDIX B3.90 ACRES1.98 ACRES1.92 ACRESWITH R.O.W.2 Appendix C: HydroCAD Model Output (Existing & Proposed Conditions) Existing Conditions E-ROW R.O.W. E1 North E2 South ET Existing Total Routing Diagram for 3_HCAD_Santa Vera Apts_Chanhassen MN_07-28-2025 Prepared by Measure Group LLC, Printed 7/29/2025 HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 3_HCAD_Santa Vera Apts_Chanhassen MN_07-28-2025 Printed 7/29/2025Prepared by Measure Group LLC Page 2HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.030 80 >75% Grass cover, Good, HSG D (E-ROW, E1, E2) 0.870 98 Paved parking, HSG D (E-ROW, E1, E2) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-7a s/n 13749 © 2025 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, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=2.34"Subcatchment E-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.18 cfs 0.010 af Runoff Area=0.550 ac 16.36% Impervious Runoff Depth=1.40"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=1.06 cfs 0.064 af Runoff Area=3.300 ac 22.42% Impervious Runoff Depth=1.49"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=5.25 cfs 0.409 af Inflow=6.12 cfs 0.483 afReach ET: Existing Total Outflow=6.12 cfs 0.483 af MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E-ROW: R.O.W. Runoff = 0.18 cfs @ 12.10 hrs, Volume= 0.010 af, Depth= 2.34" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment E-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.050 ac Runoff Volume=0.010 af Runoff Depth=2.34" Tc=7.0 min CN=80/98 0.18 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 1.06 cfs @ 12.14 hrs, Volume= 0.064 af, Depth= 1.40" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.090 98 Paved parking, HSG D 0.460 80 >75% Grass cover, Good, HSG D 0.550 83 Weighted Average 0.460 80 83.64% Pervious Area 0.090 98 16.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E1: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.550 ac Runoff Volume=0.064 af Runoff Depth=1.40" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 1.06 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 5.25 cfs @ 12.24 hrs, Volume= 0.409 af, Depth= 1.49" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.740 98 Paved parking, HSG D 2.560 80 >75% Grass cover, Good, HSG D 3.300 84 Weighted Average 2.560 80 77.58% Pervious Area 0.740 98 22.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 300 0.0500 0.29 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E2: South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=3.300 ac Runoff Volume=0.409 af Runoff Depth=1.49" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 5.25 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.900 ac, 22.31% Impervious, Inflow Depth = 1.48" for 2y 24hr event Inflow = 6.12 cfs @ 12.21 hrs, Volume= 0.483 af Outflow = 6.12 cfs @ 12.21 hrs, Volume= 0.483 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.900 ac 6.12 cfs 6.12 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-7a s/n 13749 © 2025 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, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=3.68"Subcatchment E-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.29 cfs 0.015 af Runoff Area=0.550 ac 16.36% Impervious Runoff Depth=2.56"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=2.02 cfs 0.117 af Runoff Area=3.300 ac 22.42% Impervious Runoff Depth=2.66"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=9.79 cfs 0.732 af Inflow=11.44 cfs 0.865 afReach ET: Existing Total Outflow=11.44 cfs 0.865 af MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E-ROW: R.O.W. Runoff = 0.29 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 3.68" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment E-ROW: R.O.W. Runoff 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 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.050 ac Runoff Volume=0.015 af Runoff Depth=3.68" Tc=7.0 min CN=80/98 0.29 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 2.02 cfs @ 12.14 hrs, Volume= 0.117 af, Depth= 2.56" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.090 98 Paved parking, HSG D 0.460 80 >75% Grass cover, Good, HSG D 0.550 83 Weighted Average 0.460 80 83.64% Pervious Area 0.090 98 16.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E1: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.550 ac Runoff Volume=0.117 af Runoff Depth=2.56" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 2.02 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 9.79 cfs @ 12.24 hrs, Volume= 0.732 af, Depth= 2.66" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.740 98 Paved parking, HSG D 2.560 80 >75% Grass cover, Good, HSG D 3.300 84 Weighted Average 2.560 80 77.58% Pervious Area 0.740 98 22.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 300 0.0500 0.29 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E2: South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=3.300 ac Runoff Volume=0.732 af Runoff Depth=2.66" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 9.79 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.900 ac, 22.31% Impervious, Inflow Depth = 2.66" for 10y 24hr event Inflow = 11.44 cfs @ 12.21 hrs, Volume= 0.865 af Outflow = 11.44 cfs @ 12.21 hrs, Volume= 0.865 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.900 ac 11.44 cfs 11.44 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 13HydroCAD® 10.20-7a s/n 13749 © 2025 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, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=6.75"Subcatchment E-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.48 cfs 0.028 af Runoff Area=0.550 ac 16.36% Impervious Runoff Depth=5.42"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=3.97 cfs 0.248 af Runoff Area=3.300 ac 22.42% Impervious Runoff Depth=5.54"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=18.97 cfs 1.525 af Inflow=22.22 cfs 1.801 afReach ET: Existing Total Outflow=22.22 cfs 1.801 af MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 14HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E-ROW: R.O.W. Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.028 af, Depth= 6.75" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment E-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.050 ac Runoff Volume=0.028 af Runoff Depth=6.75" Tc=7.0 min CN=80/98 0.48 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 15HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 3.97 cfs @ 12.14 hrs, Volume= 0.248 af, Depth= 5.42" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.090 98 Paved parking, HSG D 0.460 80 >75% Grass cover, Good, HSG D 0.550 83 Weighted Average 0.460 80 83.64% Pervious Area 0.090 98 16.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E1: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.550 ac Runoff Volume=0.248 af Runoff Depth=5.42" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 3.97 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 16HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 18.97 cfs @ 12.23 hrs, Volume= 1.525 af, Depth= 5.54" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.740 98 Paved parking, HSG D 2.560 80 >75% Grass cover, Good, HSG D 3.300 84 Weighted Average 2.560 80 77.58% Pervious Area 0.740 98 22.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 300 0.0500 0.29 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E2: South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)21 20 19 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 Rainfall=7.41" Runoff Area=3.300 ac Runoff Volume=1.525 af Runoff Depth=5.54" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 18.97 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 17HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.900 ac, 22.31% Impervious, Inflow Depth = 5.54" for 100y 24hr event Inflow = 22.22 cfs @ 12.21 hrs, Volume= 1.801 af Outflow = 22.22 cfs @ 12.21 hrs, Volume= 1.801 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.900 ac 22.22 cfs 22.22 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 18HydroCAD® 10.20-7a s/n 13749 © 2025 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, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth>6.96"Subcatchment E-ROW: R.O.W. Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.01 cfs 0.029 af Runoff Area=0.550 ac 16.36% Impervious Runoff Depth>6.96"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min AMC Adjusted CN=98/98 Runoff=0.10 cfs 0.319 af Runoff Area=3.300 ac 22.42% Impervious Runoff Depth>6.96"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min AMC Adjusted CN=98/98 Runoff=0.63 cfs 1.913 af Inflow=0.74 cfs 2.261 afReach ET: Existing Total Outflow=0.74 cfs 2.261 af Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 19HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E-ROW: R.O.W. Runoff = 0.01 cfs @ 121.26 hrs, Volume= 0.029 af, Depth> 6.96" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 98 Weighted Average, AMC Adjusted 0.010 80 98 20.00% Pervious Area, AMC Adjusted 0.040 98 98 80.00% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment E-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.050 ac Runoff Volume=0.029 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.01 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 20HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 0.10 cfs @ 121.30 hrs, Volume= 0.319 af, Depth> 6.96" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.090 98 Paved parking, HSG D 0.460 80 >75% Grass cover, Good, HSG D 0.550 83 98 Weighted Average, AMC Adjusted 0.460 80 98 83.64% Pervious Area, AMC Adjusted 0.090 98 98 16.36% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E1: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.115 0.11 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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.550 ac Runoff Volume=0.319 af Runoff Depth>6.96" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min AMC Adjusted CN=98/98 0.10 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 21HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 0.63 cfs @ 121.39 hrs, Volume= 1.913 af, Depth> 6.96" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.740 98 Paved parking, HSG D 2.560 80 >75% Grass cover, Good, HSG D 3.300 84 98 Weighted Average, AMC Adjusted 2.560 80 98 77.58% Pervious Area, AMC Adjusted 0.740 98 98 22.42% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 300 0.0500 0.29 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E2: South 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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=3.300 ac Runoff Volume=1.913 af Runoff Depth>6.96" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min AMC Adjusted CN=98/98 0.63 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 22HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.900 ac, 22.31% Impervious, Inflow Depth > 6.96" for Snowmelt_10d_100yr event Inflow = 0.74 cfs @ 121.35 hrs, Volume= 2.261 af Outflow = 0.74 cfs @ 121.35 hrs, Volume= 2.261 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Inflow Area=3.900 ac 0.74 cfs 0.74 cfs Proposed Conditions P-ROW R.O.W. P1 North UncontrolledP2 Existing Rerouted P3 To North Basin P4 To South Basin P5 East Uncontrolled PT Proposed Total NURP NURP Basin S Total South Routing Diagram for 3_HCAD_Santa Vera Apts_Chanhassen MN_07-28-2025 Prepared by Measure Group LLC, Printed 7/29/2025 HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 3_HCAD_Santa Vera Apts_Chanhassen MN_07-28-2025 Printed 7/29/2025Prepared by Measure Group LLC Page 2HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.920 80 >75% Grass cover, Good, HSG D (P-ROW, P1, P2, P3, P4, P5) 1.980 98 Paved parking, HSG D (P-ROW, P2, P3, P4, P5) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-7a s/n 13749 © 2025 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, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=2.34"Subcatchment P-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.18 cfs 0.010 af Runoff Area=0.220 ac 0.00% Impervious Runoff Depth=1.15"Subcatchment P1: North Uncontrolled Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 Runoff=0.36 cfs 0.021 af Runoff Area=0.690 ac 82.61% Impervious Runoff Depth=2.38"Subcatchment P2: Existing Rerouted Tc=7.0 min CN=80/98 Runoff=2.53 cfs 0.137 af Runoff Area=0.460 ac 23.91% Impervious Runoff Depth=1.51"Subcatchment P3: To North Basin Tc=7.0 min CN=80/98 Runoff=1.11 cfs 0.058 af Runoff Area=2.070 ac 57.49% Impervious Runoff Depth=2.01"Subcatchment P4: To South Basin Tc=7.0 min CN=80/98 Runoff=6.47 cfs 0.346 af Runoff Area=0.410 ac 17.07% Impervious Runoff Depth=1.41"Subcatchment P5: East Uncontrolled Tc=7.0 min CN=80/98 Runoff=0.93 cfs 0.048 af Inflow=1.86 cfs 0.620 afReach PT: Proposed Total Outflow=1.86 cfs 0.620 af Peak Elev=990.28' Storage=22,339 cf Inflow=10.11 cfs 0.541 afPond NURP: NURP Basin Primary=0.57 cfs 0.541 af Secondary=0.00 cfs 0.000 af Outflow=0.57 cfs 0.541 af Inflow=1.36 cfs 0.589 afLink S: Total South Primary=1.36 cfs 0.589 af MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P-ROW: R.O.W. Runoff = 0.18 cfs @ 12.10 hrs, Volume= 0.010 af, Depth= 2.34" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.050 ac Runoff Volume=0.010 af Runoff Depth=2.34" Tc=7.0 min CN=80/98 0.18 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Uncontrolled Runoff = 0.36 cfs @ 12.15 hrs, Volume= 0.021 af, Depth= 1.15" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.220 80 >75% Grass cover, Good, HSG D 0.220 80 Weighted Average 0.220 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment P1: North Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Rainfall=2.87" Runoff Area=0.220 ac Runoff Volume=0.021 af Runoff Depth=1.15" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 0.36 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Existing Rerouted Runoff = 2.53 cfs @ 12.09 hrs, Volume= 0.137 af, Depth= 2.38" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.570 98 Paved parking, HSG D 0.120 80 >75% Grass cover, Good, HSG D 0.690 95 Weighted Average 0.120 80 17.39% Pervious Area 0.570 98 82.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P2: Existing Rerouted Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.690 ac Runoff Volume=0.137 af Runoff Depth=2.38" Tc=7.0 min CN=80/98 2.53 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: To North Basin Runoff = 1.11 cfs @ 12.10 hrs, Volume= 0.058 af, Depth= 1.51" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.110 98 Paved parking, HSG D 0.350 80 >75% Grass cover, Good, HSG D 0.460 84 Weighted Average 0.350 80 76.09% Pervious Area 0.110 98 23.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: To North Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.460 ac Runoff Volume=0.058 af Runoff Depth=1.51" Tc=7.0 min CN=80/98 1.11 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: To South Basin Runoff = 6.47 cfs @ 12.10 hrs, Volume= 0.346 af, Depth= 2.01" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 1.190 98 Paved parking, HSG D 0.880 80 >75% Grass cover, Good, HSG D 2.070 90 Weighted Average 0.880 80 42.51% Pervious Area 1.190 98 57.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P4: To South Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=2.070 ac Runoff Volume=0.346 af Runoff Depth=2.01" Tc=7.0 min CN=80/98 6.47 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5: East Uncontrolled Runoff = 0.93 cfs @ 12.10 hrs, Volume= 0.048 af, Depth= 1.41" Routed to Link S : Total South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.070 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.410 83 Weighted Average 0.340 80 82.93% Pervious Area 0.070 98 17.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P5: East Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.410 ac Runoff Volume=0.048 af Runoff Depth=1.41" Tc=7.0 min CN=80/98 0.93 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.900 ac, 50.77% Impervious, Inflow Depth = 1.91" for 2y 24hr event Inflow = 1.86 cfs @ 12.11 hrs, Volume= 0.620 af Outflow = 1.86 cfs @ 12.11 hrs, Volume= 0.620 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=3.900 ac 1.86 cfs 1.86 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond NURP: NURP Basin Inflow Area = 3.220 ac, 58.07% Impervious, Inflow Depth = 2.02" for 2y 24hr event Inflow = 10.11 cfs @ 12.10 hrs, Volume= 0.541 af Outflow = 0.57 cfs @ 13.17 hrs, Volume= 0.541 af, Atten= 94%, Lag= 64.7 min Primary = 0.57 cfs @ 13.17 hrs, Volume= 0.541 af Routed to Link S : Total South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Starting Elev= 988.30' Surf.Area= 5,176 sf Storage= 8,585 cf Peak Elev= 990.28' @ 13.17 hrs Surf.Area= 8,716 sf Storage= 22,339 cf (13,754 cf above start) Plug-Flow detention time= 579.1 min calculated for 0.344 af (64% of inflow) Center-of-Mass det. time= 313.9 min ( 1,089.7 - 775.8 ) Volume Invert Avail.Storage Storage Description #1 984.00' 53,173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 984.00 332 0 0 985.00 709 521 521 987.00 2,419 3,128 3,649 988.30 5,176 4,937 8,585 990.40 8,930 14,811 23,397 993.00 13,975 29,777 53,173 Device Routing Invert Outlet Devices #1 Secondary 992.50'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.20'15.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.20' / 983.00' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 991.20'4.0' long OCS Top of Weir Wall 2 End Contraction(s) #4 Device 2 990.40'6.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 988.30'4.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.57 cfs @ 13.17 hrs HW=990.28' (Free Discharge) 2=Culvert (Passes 0.57 cfs of 15.01 cfs potential flow) 3=OCS Top of Weir Wall ( Controls 0.00 cfs) 4=RC Orifice ( Controls 0.00 cfs) 5=RC Orifice (Orifice Controls 0.57 cfs @ 6.48 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=988.30' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond NURP: NURP Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.220 ac Peak Elev=990.28' Storage=22,339 cf 10.11 cfs 0.57 cfs 0.57 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 13HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.630 ac, 53.44% Impervious, Inflow Depth = 1.95" for 2y 24hr event Inflow = 1.36 cfs @ 12.10 hrs, Volume= 0.589 af Primary = 1.36 cfs @ 12.10 hrs, Volume= 0.589 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=3.630 ac 1.36 cfs 1.36 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 14HydroCAD® 10.20-7a s/n 13749 © 2025 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, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=3.68"Subcatchment P-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.29 cfs 0.015 af Runoff Area=0.220 ac 0.00% Impervious Runoff Depth=2.27"Subcatchment P1: North Uncontrolled Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 Runoff=0.74 cfs 0.042 af Runoff Area=0.690 ac 82.61% Impervious Runoff Depth=3.73"Subcatchment P2: Existing Rerouted Tc=7.0 min CN=80/98 Runoff=4.00 cfs 0.214 af Runoff Area=0.460 ac 23.91% Impervious Runoff Depth=2.69"Subcatchment P3: To North Basin Tc=7.0 min CN=80/98 Runoff=2.05 cfs 0.103 af Runoff Area=2.070 ac 57.49% Impervious Runoff Depth=3.28"Subcatchment P4: To South Basin Tc=7.0 min CN=80/98 Runoff=10.81 cfs 0.566 af Runoff Area=0.410 ac 17.07% Impervious Runoff Depth=2.57"Subcatchment P5: East Uncontrolled Tc=7.0 min CN=80/98 Runoff=1.77 cfs 0.088 af Inflow=3.27 cfs 1.028 afReach PT: Proposed Total Outflow=3.27 cfs 1.028 af Peak Elev=991.20' Storage=31,195 cf Inflow=16.86 cfs 0.884 afPond NURP: NURP Basin Primary=1.41 cfs 0.884 af Secondary=0.00 cfs 0.000 af Outflow=1.41 cfs 0.884 af Inflow=2.32 cfs 0.971 afLink S: Total South Primary=2.32 cfs 0.971 af MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 15HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P-ROW: R.O.W. Runoff = 0.29 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 3.68" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P-ROW: R.O.W. Runoff 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 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.050 ac Runoff Volume=0.015 af Runoff Depth=3.68" Tc=7.0 min CN=80/98 0.29 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 16HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Uncontrolled Runoff = 0.74 cfs @ 12.14 hrs, Volume= 0.042 af, Depth= 2.27" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.220 80 >75% Grass cover, Good, HSG D 0.220 80 Weighted Average 0.220 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment P1: North Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Rainfall=4.27" Runoff Area=0.220 ac Runoff Volume=0.042 af Runoff Depth=2.27" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 0.74 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 17HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Existing Rerouted Runoff = 4.00 cfs @ 12.09 hrs, Volume= 0.214 af, Depth= 3.73" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.570 98 Paved parking, HSG D 0.120 80 >75% Grass cover, Good, HSG D 0.690 95 Weighted Average 0.120 80 17.39% Pervious Area 0.570 98 82.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P2: Existing Rerouted Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.690 ac Runoff Volume=0.214 af Runoff Depth=3.73" Tc=7.0 min CN=80/98 4.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 18HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: To North Basin Runoff = 2.05 cfs @ 12.10 hrs, Volume= 0.103 af, Depth= 2.69" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.110 98 Paved parking, HSG D 0.350 80 >75% Grass cover, Good, HSG D 0.460 84 Weighted Average 0.350 80 76.09% Pervious Area 0.110 98 23.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: To North Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.460 ac Runoff Volume=0.103 af Runoff Depth=2.69" Tc=7.0 min CN=80/98 2.05 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 19HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: To South Basin Runoff = 10.81 cfs @ 12.10 hrs, Volume= 0.566 af, Depth= 3.28" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 1.190 98 Paved parking, HSG D 0.880 80 >75% Grass cover, Good, HSG D 2.070 90 Weighted Average 0.880 80 42.51% Pervious Area 1.190 98 57.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P4: To South Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=2.070 ac Runoff Volume=0.566 af Runoff Depth=3.28" Tc=7.0 min CN=80/98 10.81 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 20HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5: East Uncontrolled Runoff = 1.77 cfs @ 12.10 hrs, Volume= 0.088 af, Depth= 2.57" Routed to Link S : Total South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.070 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.410 83 Weighted Average 0.340 80 82.93% Pervious Area 0.070 98 17.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P5: East Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.410 ac Runoff Volume=0.088 af Runoff Depth=2.57" Tc=7.0 min CN=80/98 1.77 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 21HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.900 ac, 50.77% Impervious, Inflow Depth = 3.16" for 10y 24hr event Inflow = 3.27 cfs @ 12.11 hrs, Volume= 1.028 af Outflow = 3.27 cfs @ 12.11 hrs, Volume= 1.028 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=3.900 ac 3.27 cfs 3.27 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 22HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond NURP: NURP Basin Inflow Area = 3.220 ac, 58.07% Impervious, Inflow Depth = 3.29" for 10y 24hr event Inflow = 16.86 cfs @ 12.10 hrs, Volume= 0.884 af Outflow = 1.41 cfs @ 13.07 hrs, Volume= 0.884 af, Atten= 92%, Lag= 58.6 min Primary = 1.41 cfs @ 13.07 hrs, Volume= 0.884 af Routed to Link S : Total South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Starting Elev= 988.30' Surf.Area= 5,176 sf Storage= 8,585 cf Peak Elev= 991.20' @ 13.07 hrs Surf.Area= 10,488 sf Storage= 31,195 cf (22,609 cf above start) Plug-Flow detention time= 465.8 min calculated for 0.687 af (78% of inflow) Center-of-Mass det. time= 307.7 min ( 1,069.9 - 762.2 ) Volume Invert Avail.Storage Storage Description #1 984.00' 53,173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 984.00 332 0 0 985.00 709 521 521 987.00 2,419 3,128 3,649 988.30 5,176 4,937 8,585 990.40 8,930 14,811 23,397 993.00 13,975 29,777 53,173 Device Routing Invert Outlet Devices #1 Secondary 992.50'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.20'15.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.20' / 983.00' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 991.20'4.0' long OCS Top of Weir Wall 2 End Contraction(s) #4 Device 2 990.40'6.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 988.30'4.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.40 cfs @ 13.07 hrs HW=991.20' (Free Discharge) 2=Culvert (Passes 1.40 cfs of 16.05 cfs potential flow) 3=OCS Top of Weir Wall (Weir Controls 0.00 cfs @ 0.18 fps) 4=RC Orifice (Orifice Controls 0.70 cfs @ 3.58 fps) 5=RC Orifice (Orifice Controls 0.70 cfs @ 7.97 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=988.30' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 23HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond NURP: NURP Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.220 ac Peak Elev=991.20' Storage=31,195 cf 16.86 cfs 1.41 cfs 1.41 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 24HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.630 ac, 53.44% Impervious, Inflow Depth = 3.21" for 10y 24hr event Inflow = 2.32 cfs @ 12.10 hrs, Volume= 0.971 af Primary = 2.32 cfs @ 12.10 hrs, Volume= 0.971 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=3.630 ac 2.32 cfs 2.32 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 25HydroCAD® 10.20-7a s/n 13749 © 2025 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, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=6.75"Subcatchment P-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.48 cfs 0.028 af Runoff Area=0.220 ac 0.00% Impervious Runoff Depth=5.07"Subcatchment P1: North Uncontrolled Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 Runoff=1.53 cfs 0.093 af Runoff Area=0.690 ac 82.61% Impervious Runoff Depth=6.81"Subcatchment P2: Existing Rerouted Tc=7.0 min CN=80/98 Runoff=6.69 cfs 0.391 af Runoff Area=0.460 ac 23.91% Impervious Runoff Depth=5.58"Subcatchment P3: To North Basin Tc=7.0 min CN=80/98 Runoff=3.93 cfs 0.214 af Runoff Area=2.070 ac 57.49% Impervious Runoff Depth=6.28"Subcatchment P4: To South Basin Tc=7.0 min CN=80/98 Runoff=19.04 cfs 1.083 af Runoff Area=0.410 ac 17.07% Impervious Runoff Depth=5.43"Subcatchment P5: East Uncontrolled Tc=7.0 min CN=80/98 Runoff=3.45 cfs 0.186 af Inflow=14.87 cfs 1.995 afReach PT: Proposed Total Outflow=14.87 cfs 1.995 af Peak Elev=992.06' Storage=40,934 cf Inflow=29.66 cfs 1.688 afPond NURP: NURP Basin Primary=11.97 cfs 1.688 af Secondary=0.00 cfs 0.000 af Outflow=11.97 cfs 1.688 af Inflow=13.46 cfs 1.874 afLink S: Total South Primary=13.46 cfs 1.874 af MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 26HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P-ROW: R.O.W. Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.028 af, Depth= 6.75" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.050 ac Runoff Volume=0.028 af Runoff Depth=6.75" Tc=7.0 min CN=80/98 0.48 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 27HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Uncontrolled Runoff = 1.53 cfs @ 12.14 hrs, Volume= 0.093 af, Depth= 5.07" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.220 80 >75% Grass cover, Good, HSG D 0.220 80 Weighted Average 0.220 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment P1: North Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.220 ac Runoff Volume=0.093 af Runoff Depth=5.07" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 1.53 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 28HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Existing Rerouted Runoff = 6.69 cfs @ 12.09 hrs, Volume= 0.391 af, Depth= 6.81" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.570 98 Paved parking, HSG D 0.120 80 >75% Grass cover, Good, HSG D 0.690 95 Weighted Average 0.120 80 17.39% Pervious Area 0.570 98 82.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P2: Existing Rerouted Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.690 ac Runoff Volume=0.391 af Runoff Depth=6.81" Tc=7.0 min CN=80/98 6.69 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 29HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: To North Basin Runoff = 3.93 cfs @ 12.10 hrs, Volume= 0.214 af, Depth= 5.58" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.110 98 Paved parking, HSG D 0.350 80 >75% Grass cover, Good, HSG D 0.460 84 Weighted Average 0.350 80 76.09% Pervious Area 0.110 98 23.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: To North Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.460 ac Runoff Volume=0.214 af Runoff Depth=5.58" Tc=7.0 min CN=80/98 3.93 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 30HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: To South Basin Runoff = 19.04 cfs @ 12.09 hrs, Volume= 1.083 af, Depth= 6.28" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 1.190 98 Paved parking, HSG D 0.880 80 >75% Grass cover, Good, HSG D 2.070 90 Weighted Average 0.880 80 42.51% Pervious Area 1.190 98 57.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P4: To South Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)21 20 19 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 Rainfall=7.41" Runoff Area=2.070 ac Runoff Volume=1.083 af Runoff Depth=6.28" Tc=7.0 min CN=80/98 19.04 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 31HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5: East Uncontrolled Runoff = 3.45 cfs @ 12.10 hrs, Volume= 0.186 af, Depth= 5.43" Routed to Link S : Total South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.070 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.410 83 Weighted Average 0.340 80 82.93% Pervious Area 0.070 98 17.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P5: East Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.410 ac Runoff Volume=0.186 af Runoff Depth=5.43" Tc=7.0 min CN=80/98 3.45 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 32HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.900 ac, 50.77% Impervious, Inflow Depth = 6.14" for 100y 24hr event Inflow = 14.87 cfs @ 12.20 hrs, Volume= 1.995 af Outflow = 14.87 cfs @ 12.20 hrs, Volume= 1.995 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.900 ac 14.87 cfs 14.87 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 33HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond NURP: NURP Basin Inflow Area = 3.220 ac, 58.07% Impervious, Inflow Depth = 6.29" for 100y 24hr event Inflow = 29.66 cfs @ 12.09 hrs, Volume= 1.688 af Outflow = 11.97 cfs @ 12.25 hrs, Volume= 1.688 af, Atten= 60%, Lag= 9.5 min Primary = 11.97 cfs @ 12.25 hrs, Volume= 1.688 af Routed to Link S : Total South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Starting Elev= 988.30' Surf.Area= 5,176 sf Storage= 8,585 cf Peak Elev= 992.06' @ 12.25 hrs Surf.Area= 12,157 sf Storage= 40,934 cf (32,348 cf above start) Plug-Flow detention time= 267.5 min calculated for 1.491 af (88% of inflow) Center-of-Mass det. time= 197.5 min ( 948.7 - 751.2 ) Volume Invert Avail.Storage Storage Description #1 984.00' 53,173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 984.00 332 0 0 985.00 709 521 521 987.00 2,419 3,128 3,649 988.30 5,176 4,937 8,585 990.40 8,930 14,811 23,397 993.00 13,975 29,777 53,173 Device Routing Invert Outlet Devices #1 Secondary 992.50'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.20'15.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.20' / 983.00' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 991.20'4.0' long OCS Top of Weir Wall 2 End Contraction(s) #4 Device 2 990.40'6.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 988.30'4.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.96 cfs @ 12.25 hrs HW=992.06' (Free Discharge) 2=Culvert (Passes 11.96 cfs of 16.96 cfs potential flow) 3=OCS Top of Weir Wall (Weir Controls 10.04 cfs @ 3.04 fps) 4=RC Orifice (Orifice Controls 1.12 cfs @ 5.72 fps) 5=RC Orifice (Orifice Controls 0.80 cfs @ 9.13 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=988.30' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 34HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond NURP: NURP Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.220 ac Peak Elev=992.06' Storage=40,934 cf 29.66 cfs 11.97 cfs 11.97 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 35HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.630 ac, 53.44% Impervious, Inflow Depth = 6.19" for 100y 24hr event Inflow = 13.46 cfs @ 12.23 hrs, Volume= 1.874 af Primary = 13.46 cfs @ 12.23 hrs, Volume= 1.874 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Link S: Total South 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=3.630 ac 13.46 cfs 13.46 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 36HydroCAD® 10.20-7a s/n 13749 © 2025 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, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth>6.96"Subcatchment P-ROW: R.O.W. Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.01 cfs 0.029 af Runoff Area=0.220 ac 0.00% Impervious Runoff Depth>6.96"Subcatchment P1: North Uncontrolled Flow Length=140' Slope=0.0400 '/' Tc=10.3 min AMC Adjusted CN=98/98 Runoff=0.04 cfs 0.128 af Runoff Area=0.690 ac 82.61% Impervious Runoff Depth>6.96"Subcatchment P2: Existing Rerouted Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.13 cfs 0.400 af Runoff Area=0.460 ac 23.91% Impervious Runoff Depth>6.96"Subcatchment P3: To North Basin Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.09 cfs 0.267 af Runoff Area=2.070 ac 57.49% Impervious Runoff Depth>6.96"Subcatchment P4: To South Basin Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.40 cfs 1.201 af Runoff Area=0.410 ac 17.07% Impervious Runoff Depth>6.96"Subcatchment P5: East Uncontrolled Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.08 cfs 0.238 af Inflow=0.50 cfs 2.245 afReach PT: Proposed Total Outflow=0.50 cfs 2.245 af Peak Elev=989.37' Storage=15,152 cf Inflow=0.62 cfs 1.867 afPond NURP: NURP Basin Primary=0.40 cfs 1.851 af Secondary=0.00 cfs 0.000 af Outflow=0.40 cfs 1.851 af Inflow=0.46 cfs 2.089 afLink S: Total South Primary=0.46 cfs 2.089 af Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 37HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P-ROW: R.O.W. Runoff = 0.01 cfs @ 121.26 hrs, Volume= 0.029 af, Depth> 6.96" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 98 Weighted Average, AMC Adjusted 0.010 80 98 20.00% Pervious Area, AMC Adjusted 0.040 98 98 80.00% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.050 ac Runoff Volume=0.029 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.01 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 38HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Uncontrolled Runoff = 0.04 cfs @ 121.30 hrs, Volume= 0.128 af, Depth> 6.96" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.000 98 Paved parking, HSG D 0.220 80 >75% Grass cover, Good, HSG D 0.220 80 98 Weighted Average, AMC Adjusted 0.220 80 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment P1: North Uncontrolled 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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.220 ac Runoff Volume=0.128 af Runoff Depth>6.96" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min AMC Adjusted CN=98/98 0.04 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 39HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Existing Rerouted Runoff = 0.13 cfs @ 121.26 hrs, Volume= 0.400 af, Depth> 6.96" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.570 98 Paved parking, HSG D 0.120 80 >75% Grass cover, Good, HSG D 0.690 95 98 Weighted Average, AMC Adjusted 0.120 80 98 17.39% Pervious Area, AMC Adjusted 0.570 98 98 82.61% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P2: Existing Rerouted Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.690 ac Runoff Volume=0.400 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.13 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 40HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: To North Basin Runoff = 0.09 cfs @ 121.26 hrs, Volume= 0.267 af, Depth> 6.96" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.110 98 Paved parking, HSG D 0.350 80 >75% Grass cover, Good, HSG D 0.460 84 98 Weighted Average, AMC Adjusted 0.350 80 98 76.09% Pervious Area, AMC Adjusted 0.110 98 98 23.91% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: To North Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.460 ac Runoff Volume=0.267 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.09 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 41HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: To South Basin Runoff = 0.40 cfs @ 121.26 hrs, Volume= 1.201 af, Depth> 6.96" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.190 98 Paved parking, HSG D 0.880 80 >75% Grass cover, Good, HSG D 2.070 90 98 Weighted Average, AMC Adjusted 0.880 80 98 42.51% Pervious Area, AMC Adjusted 1.190 98 98 57.49% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P4: To South Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=2.070 ac Runoff Volume=1.201 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.40 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 42HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5: East Uncontrolled Runoff = 0.08 cfs @ 121.26 hrs, Volume= 0.238 af, Depth> 6.96" Routed to Link S : Total South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.070 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.410 83 98 Weighted Average, AMC Adjusted 0.340 80 98 82.93% Pervious Area, AMC Adjusted 0.070 98 98 17.07% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P5: East Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.410 ac Runoff Volume=0.238 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.08 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 43HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.900 ac, 50.77% Impervious, Inflow Depth > 6.91" for Snowmelt_10d_100yr event Inflow = 0.50 cfs @ 122.01 hrs, Volume= 2.245 af Outflow = 0.50 cfs @ 122.01 hrs, Volume= 2.245 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow 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 Inflow Area=3.900 ac 0.50 cfs 0.50 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 44HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond NURP: NURP Basin Inflow Area = 3.220 ac, 58.07% Impervious, Inflow Depth > 6.96" for Snowmelt_10d_100yr event Inflow = 0.62 cfs @ 121.26 hrs, Volume= 1.867 af Outflow = 0.40 cfs @ 123.54 hrs, Volume= 1.851 af, Atten= 35%, Lag= 136.8 min Primary = 0.40 cfs @ 123.54 hrs, Volume= 1.851 af Routed to Link S : Total South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Starting Elev= 988.30' Surf.Area= 5,176 sf Storage= 8,585 cf Peak Elev= 989.37' @ 123.54 hrs Surf.Area= 7,090 sf Storage= 15,152 cf (6,567 cf above start) Plug-Flow detention time= 1,496.7 min calculated for 1.654 af (89% of inflow) Center-of-Mass det. time= 159.6 min ( 7,541.2 - 7,381.6 ) Volume Invert Avail.Storage Storage Description #1 984.00' 53,173 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 984.00 332 0 0 985.00 709 521 521 987.00 2,419 3,128 3,649 988.30 5,176 4,937 8,585 990.40 8,930 14,811 23,397 993.00 13,975 29,777 53,173 Device Routing Invert Outlet Devices #1 Secondary 992.50'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.20'15.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.20' / 983.00' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 991.20'4.0' long OCS Top of Weir Wall 2 End Contraction(s) #4 Device 2 990.40'6.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 988.30'4.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.40 cfs @ 123.54 hrs HW=989.37' (Free Discharge) 2=Culvert (Passes 0.40 cfs of 13.92 cfs potential flow) 3=OCS Top of Weir Wall ( Controls 0.00 cfs) 4=RC Orifice ( Controls 0.00 cfs) 5=RC Orifice (Orifice Controls 0.40 cfs @ 4.58 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=988.30' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 45HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond NURP: NURP Basin Inflow Outflow Primary Secondary 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 Inflow Area=3.220 ac Peak Elev=989.37' Storage=15,152 cf 0.62 cfs 0.40 cfs 0.40 cfs 0.00 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 46HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.630 ac, 53.44% Impervious, Inflow Depth > 6.91" for Snowmelt_10d_100yr event Inflow = 0.46 cfs @ 122.46 hrs, Volume= 2.089 af Primary = 0.46 cfs @ 122.46 hrs, Volume= 2.089 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.630 ac 0.46 cfs 0.46 cfs Appendix D: MIDS Model Output (Existing & Proposed Conditions) Project Information Calculator Version: Version 4: July 2020 Project Name:Santa Vera Apartments -Existing Conditions User Name / Company Name: Measure Group LLC Date: 07/11/2025 Project Description:Redevelopment of the Santa Vera Apartments site near downtown Chanhassen to add 28 total units of townhome- style flats from two new buildings, which will supplement the existing slab-on-grade 18-unit apartment building currently operating on-site. Project includes related parking lot, connecting drive, utilities, and stormwater management. 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 3.03 3.03 Impervious Area (acres) 0.87 Total Area (acres) 3.9 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 0 Impervious Area (acres) Total Area (acres) 0 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 3474 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 3.5521 acre-ft Annual runoff volume removed by BMPs: acre-ft Percent annual runoff volume removed: % Post development annual particulate P load:1.5942 lbs Annual particulate P removed by BMPs: lbs Post development annual dissolved P load: 1.304 lbs Annual dissolved P removed by BMPs: 0 lbs Total P removed by BMPs 0 lbs Percent annual total phosphorus removed: % Post development annual TSS load: 526.6 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed: % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 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 (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version: Version 4: July 2020 Project Name:Santa Vera Apartments -Proposed Conditions User Name / Company Name: Measure Group LLC Date: 07/29/2025 Project Description:Redevelopment of the Santa Vera Apartments site near downtown Chanhassen to add 28 total units of townhome- style flats from two new buildings, which will supplement the existing slab-on-grade 18-unit apartment building currently operating on-site. Project includes related parking lot, connecting drive, utilities, and stormwater management. 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 1.35 1.35 Impervious Area (acres) 1.94 Total Area (acres) 3.29 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 1.35 1.35 Impervious Area (acres) 1.87 Total Area (acres) 3.22 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 7746 ft3 Volume removed by BMPs towards performance goal: 1919 ft³ Percent volume removed towards performance goal 25 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 4.8898 acre-ft Annual runoff volume removed by BMPs: 1.766 acre-ft Percent annual runoff volume removed: 36 % Post development annual particulate P load:2.1945 lbs Annual particulate P removed by BMPs: 1.994 lbs Post development annual dissolved P load: 1.796 lbs Annual dissolved P removed by BMPs: 0.9 lbs Total P removed by BMPs 2.894 lbs Percent annual total phosphorus removed: 73 % Post development annual TSS load: 724.9 lbs Annual TSS removed by BMPs:658.7 lbs Percent annual TSS removed: 91 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 2) Harvest and re-use/Cistern 1919 7467 1919 5548 26 1 - Constructed stormwater pond 0 7467 0 7467 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 (%) 2) Harvest and re-use/Cistern 0 4.7406 1.766 2.9746 37 1 - Constructed stormwater pond 4.7406 0 0 4.7406 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2) Harvest and re-use/Cistern 0 0.2128 0.0793 0.1335 37 1 - Constructed stormwater pond 2.1276 0 1.9148 0.2128 90 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2) Harvest and re-use/Cistern 0 1.3404 0.4993 0.8411 37 1 - Constructed stormwater pond 1.7408 0 0.4004 1.3404 23 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2) Harvest and re-use/Cistern 0 1.5532 0.5786 0.9746 37 1 - Constructed stormwater pond 3.8684 0 2.3152 1.5532 56 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2) Harvest and re-use/Cistern 0 70.27 26.18 44.09 37 1 - Constructed stormwater pond 702.75 0 632.48 70.27 90 BMP Schematic Appendix E: Storm Sewer Conveyance Sizing Calculations Project:Client:Date:Engineer:Rain Event: 10 yearfrom to full actualDrain Basin-104A Drain Basin-10411,755 70%0.27 0.79 0.212 7.00 0.00 7.00 6.441.3636 12 0.56%2.653.4 3.4 0.5Drain Basin-112 Drain Basin-1113,045 30%0.07 0.57 0.039 7.00 0.00 7.00 6.440.2560 12 0.56%2.653.4 2.1 0.2Drain Basin-111 Drain Basin-11010,763 70%0.25 0.79 0.233 7.00 0.47 7.47 6.441.5060 12 0.56%2.653.4 3.5 0.5Drain Basin-110 Inline Drain-10910,913 80%0.25 0.84 0.444 7.00 0.29 7.29 6.442.8640 15 0.56%4.813.9 4.1 0.7Inline Drain-109 Inline Drain-108- 0.40 0.444 7.00 0.16 7.16 6.442.8650 15 0.56%4.813.9 4.1 0.7Inline Drain-108 Inline Drain-107- 0.40 0.444 7.00 0.20 7.20 6.442.8650 15 0.56%4.813.9 4.1 0.7Inline Drain-107 Inline Drain-106- 0.40 0.444 7.00 0.20 7.20 6.442.8650 15 0.56%4.813.9 4.1 0.7Inline Drain-106 Drain Basin-105- 0.40 0.444 7.00 0.20 7.20 6.442.8625 15 0.56%4.813.9 4.1 0.7Drain Basin-105 Drain Basin-104- 0.40 0.444 7.00 0.10 7.10 6.442.8682 15 0.56%4.813.9 4.1 0.7Drain Basin-104 Drain Basin-103- 0.40 0.656 7.00 0.33 7.33 6.444.2278 15 0.56%4.813.9 4.4 0.9Drain Basin-103 Drain Basin-1026,988 70%0.16 0.79 0.782 7.00 0.30 7.30 6.445.0385 18 0.56%7.814.4 4.7 0.9Drain Basin-102 Drain Basin-101- 0.40 0.782 7.00 0.30 7.30 6.445.0358 18 0.56%7.814.4 4.7 0.9Drain Basin-101 Drain Basin-100375 100%0.01 0.95 0.790 7.00 0.20 7.20 6.445.0924 18 0.56%7.814.4 4.7 0.9Drain Basin-100 FES-1004,275 100%0.10 0.95 1.529 7.00 0.20 7.20 6.449.8430 24 0.33%12.924.1 4.5 1.3Drain Basin-200 FES-20033,478 80%0.77 0.84 0.646 7.00 0.00 7.00 6.444.1680 24 0.50%15.905.1 4.2 0.7Drain Basin-200 Drain Basin-10033,478 80%0.77 0.84 0.646 7.00 0.00 7.00 6.444.1693 24 0.32%12.724.0 3.6 0.8*Equalizer pipe between stormwater basinsInline Drain-304 Inline Drain-3034,805 100%0.11 0.95 0.105 7.00 0.00 7.00 6.440.6775 8 1.00%1.203.4 3.6 0.4Inline Drain-303 Inline Drain-302- 0.40 0.105 7.00 0.35 7.35 6.440.6754 8 1.00%1.203.4 3.6 0.4Inline Drain-302 Drain Basin-301- 0.40 0.105 7.00 0.25 7.25 6.440.6740 8 1.00%1.203.4 3.6 0.4Drain Basin-301 FES-30023,877 90%0.55 0.90 0.595 7.00 0.19 7.19 6.443.8395 18 0.21%4.792.7 3.0 1.0Outlet Pipe RunPipe Run 200*Santa Vera ApartmentsHeadwaters7/29/2025Pipe Run 100Storm Sewer Conveyance SpreadsheetPete Moreau, Measure Groupstructure velocity (fps)depth of flow tributary area (sf) impervious (%) length (lf) runoff coeff. (C) Tc (min)intensity (in/hr)time of flow (min)T (min) sum CA (ac) trib area (ac) FES-100A to OCS-100 to STMH-100 consist of the 15" RCP outlet pipe for controlling discharge from the stormwater management basins. It is sized as needed to control the final discharge and is smaller than the 24" ultimate outlet pipe in Laredo Drive to avoid overburdening the downstream system.Pipe Run 100Arunoff (cfs)Pipe Run 300 slope (%) pipe diameter (in)pipe capacity (cfs)Page 1 of 1 |||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UE15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCP8" VCP (PER PLAN)2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERW O O D SH E D SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620020OWNER: SANTA VERA APARTMENTS LLC1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL10 10101010101010101010 10 101010ROOF OVERHANGROOF OVERHANG12" RCP15 " R C P 21" RCP12" PVC1 8 " P V C 8" PVC (PER PLAN)8" DIP (PER PLAN) 8" PVC (PER PLAN)8" CIP (PER PLAN)DELRIODRIVE21" RCPROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILROCK MULCH (TYP.)ROCK MULCH (TYP.)Drainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONINV=987.35 SINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04H YDSSMHRE=988.50INV=975.88 WINV=975.85 ECBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60CBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SWAREA : 167713.25 SF3.85 ACRES8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"47.222.546.222.1 46.222 . 2 70.516 . 1 23.514 . 2 16.522 . 517.214 . 1 23.516 . 1 68.822 . 2 46.222.11.024 . 0 31.81. 0 8.61. 0 43.24. 0 24.040 . 6 83.624.0 83.04. 0 24.08.631.842.61.048.6WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD D2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD DDSTORMWATER RETENTION(NURP) BASINS±44,590 C.F. COMBINEDTOTAL LIVE STORAGE±8,590 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 993.00E.O. SPILLWAY: 992.50HWL: 992.06WQVE: 990.40NWL: 988.30RE-USE SHUTOFF: 987.00BOTTOM: 984.00DLODLODLODLOD LOD LODLODLODLODLODLODLOD LODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD |||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UE15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCP8" VCP (PER PLAN)2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERW O O D SH E D SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620020OWNER: SANTA VERA APARTMENTS LLC1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL10 10101010101010101010 10 101010ROOF OVERHANGROOF OVERHANG12" RCP15 " R C P 21" RCP12" PVC1 8 " P V C 8" PVC (PER PLAN)8" DIP (PER PLAN) 8" PVC (PER PLAN)8" CIP (PER PLAN)DELRIODRIVE21" RCPROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILROCK MULCH (TYP.)ROCK MULCH (TYP.)Drainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONINV=987.35 SINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04H YDSSMHRE=988.50INV=975.88 WINV=975.85 ECBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60CBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SWAREA : 167713.25 SF3.85 ACRES8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R =171.00Δ=73°23'36"47.222.546.222.1 46.222 . 2 70.516 . 1 23.514 . 2 16.522 . 517.214 . 1 23.516 . 1 68.822 . 2 46.222.11.024 . 0 31.81. 0 8.61. 0 43.24. 0 24.040 . 6 83.624.0 83.04. 0 24.08.631.842.61.048.6WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.609 9 4 996995996996 993 99 2 99 0 987992993994994994991992993 99199298998799199299 3 996997998999989 990 991 992 993 988 990988 994998997998996997995996997 998 993990994995996997995995 994 990997999996 989993993993 991990991992993 993987 996 98799599499499 1 99399098 8 993989 991 993993 989-2.5%-2.0%-1.7%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-1.5%-1.5%-1.5%-2.5%-3.0%-3.0%-3.7%-2.4%-2.0 %-7.6%-0.5%-24.9%-15.3%-1.5% -33.3%-30.0%-26 .0%-2.0%-2.0%-2.8%-2.5%-1.5%-2.0%-4.3%-2.3%-2.0%- 2 . 1% -1.6%-1.5%-1.5%-3.0%-1.5%-1.6%-24.0%-2.0%-2.0%-1.7%-33.3%-33.3%-33.3%-18 . 0 %-2.4%-1.5%99 3 992 994 996995-1.7%-2.0% -1.7%-3.5%-2.5%LODLODLODLOD LOD LODLODLODLODLODLODLOD LODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD 993 984 98 7987 991989-33.3% 98 9 98 7 988984984993991989991 993988-33.3%-33.3%-33.3%991 989989 30 LF - 15" RCP @ 1.00%DRAIN BASIN-301RIM: 991.00INV(N): 988.50INV(S): 988.50SUMP: 986.50OCS-100LOW RIM: 992.50TOP WEIR: 991.20R.C. ORIFICE: 990.40R.C. ORIFICE: 988.30INV(W): 988.30INV(N): 987.30FES-100INV: 988.30DRAIN BASIN-102RIM: 993.50INV(N): 990.82INV(NW): 988.96INV(E): 988.9630 LF - 24" HDPE @ 0.33%DRAIN BASIN-101RIM: 993.60INV(W): 988.63INV(E): 988.63SUMP: 986.63DRAIN BASIN-111RIM: 994.90INV(SE): 991.90INV(SW): 991.86SUMP: 989.8658 LF - 18" HDPE@ 0.56%78 LF - 15" HDPE@ 0.56%85 LF - 18" HDPE @ 0.56%82 LF - 15" HDPE @ 0.56%25 LF - 15" HDPE @ 0.56%50 LF - 15" HDPE @ 0.56%50 LF - 15" HDPE @ 0.56%50 LF - 15" HDPE @ 0.56%40 LF - 15" HDPE @ 0.56%60 LF - 12" HDPE @ 0.56%36 LF - 12" HDPE@ 0.56%DRAIN BASIN-103RIM: 993.50INV(N): 990.50INV(NW): 989.43INV(SE): 989.43DRAIN BASIN-104RIM: 995.30INV(NE): 990.20INV(NW): 989.87INV(SE): 989.87DRAIN BASIN-105RIM: 995.00INV(N): 990.33INV(SE): 990.33INLINE DRAIN-106RIM: 994.50INV(E): 991.82INV(N): 990.47INV(S): 990.47DRAIN BASIN-110RIM: 997.50INV(SE): 991.75INV(NE): 991.53INV(S): 991.53DRAIN BASIN-104ARIM: 993.90INV(SW):990.40SUMP:988.40INLINE DRAIN-107RIM: 994.50INV(NE): 991.70INV(N): 990.75INV(S): 990.75INLINE DRAIN-108RIM: 994.50INV(NE): 991.67INV(N): 991.03INV(S): 991.03INLINE DRAIN-109RIM: 994.50INV(N): 991.31INV(S): 991.31DRAIN BASIN-112RIM: 994.90INV(NW): 992.20SUMP: 990.2060 LF - 12" HDPE @ 0.56%93 LF - 24" HDPE@ 0.32%DRAIN BASIN-200RIM: 993.00INV(N): 988.70INV(SW): 988.70SUMP: 986.7080 LF - 24" HDPE @ 0.50%FES-200INV: 988.30FES-300INV: 988.3095 LF - 18" HDPE @ 0.21%STMH-100RIM: 990.50INV(S): 987.00INV(E): 983.20CONTRACTOR TO VERIFY EX. ELEV. PRIORTO CONNECTION AND CONTACTENGINEER W/ ANY DISCREPANCIES PRIORTO CONSTRUCTIONREPLACE EXISTING 12" STUBW/ 20 LF - 15" RCP @ 1.00%ROOF DRAIN (TYP.)INV: 992.0033 LF - 6" PVC @ 1.00%6" PVC WYE15 LF - 6" PVC @ 1.00%25 LF - 6" PVC @ 1.00%SPLASH BLOCKSPLASH BLOCKSPLASH BLOCK30 LF - 6" PVC @ 1.00%16 LF - 6" PVC@ 1.00%6" PVC WYE18 LF - 6" PVC @ 1.00%ROOF DRAIN (TYP.)INV: 991.006" PVC WYE40 LF - 6" PVC@ 1.25%10 LF - 6" PVC@ 1.67%50 LF - 6" PVC@ 1.00%75 LF - 8" HDPE @ 1.00%54 LF - 8" HDPE @ 1.00%40 LF - 8" HDPE @ 1.00%18 LF - 6" PVC@ 1.00%FES-100AINV: 988.00INLINE DRAIN-302RIM: 992.00INV(N): 988.90INV(S): 988.90INLINE DRAIN-303RIM: 994.00INV(W): 989.44INV(S): 989.44NEW GUTTER DOWNSPOUTCONNECTION (TYP. OF 3)14 LF - 15" RCP@ -2.14%STORMWATERREUSEIRRIGATIONPUMP STATION24 LF - 18" HDPE @ 0.56%INLINE DRAIN-304RIM: 995.50INV: 990.20DRAIN BASIN-100RIM: 993.30INV(SW): 988.50INV(N):988.40INV(SE):988.40SUMP: 986.40375 SF33,478 SF6,988 SF4,275 SF11,755 SF10,913 SF10,763 SF23,877 SF3,045 SF4,805 SF|||GGUEUTSCALE IN FEET06030SDescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\UTILITY PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:1RPBCWD Rev-107.21.2025Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PE2RPBCWD Rev-207.29.2025LEGENDPROPOSEDPROPERTY BOUNDARYEASEMENTCURB AND GUTTERWATER MAINHYDRANTGATE VALVESANITARY SEWERSTORM SEWERFLARED END SECTION W/ RIP RAP & TRASH GUARDDRAINTILERETAINING WALLGASUNDERGROUND ELECTRICOVERHEAD ELECTRICTELEPHONE/FIBERLIGHT POLEDOEPROPOSEDCONVEYANCEAREASEXHIBIT22222SEDIMENT FOREBAY Appendix F : Operations & Maintenance Documents (Declaration and Exhibits) [maintain 4" top margin] DECLARATION THIS DECLARATION is made this day of , 20 , by , [description] (Declarant), in favor of the Riley Purgatory Bluff Creek Watershed District, a governmental subdivision of the State of Minnesota with purposes and powers pursuant to Minnesota Statutes chapters 103B and 103D (RPBCWD). RECITALS WHEREAS, Declarant is the owner of real property within the City of , [Hennepin/Carver] County, Minnesota, platted and legally described as: [legal description] (the Property) and no one other than Declarant and [NAME(S) HERE], has any right, title or legal interest in the Property; and WHEREAS, the Property constitutes the entirety of the land to which RPBCWD permit # applies; and WHEREAS, Declarant desires to subject the Property to certain conditions and restrictions related to maintenance of facilities and site conditions required by the RPBCWD as a condition of issuance of permit no. for the mutual benefit of the RPBCWD and Declarant. RPBCWD Declaration Template 11-21-14 2 NOW, THEREFORE, Declarant makes this declaration and hereby declares that this declaration constitutes covenants to run with the Property in perpetuity, and is binding on all persons owning or acquiring any right, title or interest in the Property and their heirs, successors, personal representatives and assigns. All features requiring maintenance as specified below and on the scaled site plan for the Property attached hereto and incorporated herein as Exhibit A will be maintained in perpetuity as follows: 1. STORMWATER FACILITIES a. Stormwater retention and treatment basin(s). Stormwater retention and treatment basin(s) must be inspected at least once a year to determine if the basin’s retention and treatment characteristics are adequate and continue to perform per design. Culverts and outfall structures must be inspected at least annually and kept clear of any obstructions or sediment accumulation. Sediment accumulation must be measured by a method accurate to within one vertical foot. A storage treatment basin will be considered inadequate if sediment has decreased the wet storage volume by 50 percent of its original design volume. Based on this inspection, if the stormwater basin(s) is identified for sediment cleanout, the basin(s) will be restored to its original design contours and vegetation in disturbed areas restored within one year of the inspection date. b. Stormwater Reuse System. Raingardens, infiltration basins and filtration basins will be inspected annually to ensure continued live storage capacity at or above the design volume. Invasive vegetation, excess sediment and debris will be removed as needed and healthy plant growth will be maintained to ensure that the facilities continue to perform per design. The Stormwater Reuse System will be inspected, including inspection points designated on Exhibit A, at a minimum, on an annual basis. The Stormwater Reuse system will be maintained as specified or recommended by the manufacturer and the maintenance will include the items listed below; provided that if the items listed below conflict with the manufacturer’s final maintenance specifications or recommendations after construction of the Stormwater Reuse system, then the specification and recommendations of the manufacturer shall prevail. 1. Inspect and clean pretreatment filters, at inspection point 1, at a minimum once annually. 2. Inspect below grade storage tanks, at inspection point 1, at a minimum once annually. Clean tanks as needed, and as specified by the Manufacturer. 3. Inspect interior treatment skid components, at inspection point 1, at a minimum once annually. Clean and replace treatment skid components as specified by the Manufacturer. 3 4. Flow Meter: A flow meter will be operated and maintained to record water usage to help determine the ability of the Stormwater Reuse system to achieve estimated volume abstraction as set forth in the RPBCWD approved design. Records of maintenance of the flow meter and water usage shall be maintained for one year after submission of the annual report to the RPBCWD, as required in section (3) of the declaration. 5. Pervious Areas: The pervious areas designated on Exhibit B must be maintained in a pervious state for irrigation 3. Written Report. Property owner will submit to the RPBCWD annually a brief written report that describes the maintenance activities performed under this Declaration, including dates, locations of inspections and the maintenance activities performed. 4. Violation. The RPBCWD may seek any remedy in law or equity against the Declarant as long as the Declarant owns the Property and thereafter against the Property Owner for a violation of this declaration. “Property Owner” as used in this declaration means the owner of the Property or a lot or outlot of record within the Property to which a maintenance obligation herein applies. 5. Recitals. The recitals set forth above are expressly incorporated herein. IN WITNESS WHEREOF, the undersigned has executed this instrument the day and year first set forth. DECLARANT: By: [name, and company and representative capacity, if applicable] By: [name, and company and representative capacity, if applicable] STATE OF MINNESOTA ) )ss. COUNTY OF _____________ ) The foregoing instrument was acknowledged before me this day of , 20 , by [, as of ]. 4 Notary Public This instrument was drafted by: CONSENT AND SUBORDINATION , a Minnesota corporation, the holder of a [type of security or other legal interest in the property] dated , 20 , filed for record with the County [Recorder/Registrar] of [Hennepin/Carver] County, Minnesota on , as Document No. , hereby consents to the recording of the attached declaration and agrees that its rights in the property affected by the declaration will be subordinated thereto. IN WITNESS WHEREOF, , a Minnesota corporation, has caused this consent and subordination to be executed this day of , 20 . a Minnesota corporation By: Its: STATE OF MINNESOTA ) ) ss. COUNTY OF ) The foregoing instrument was acknowledged before me this day of , 20 , by , as of . Notary Public RPBCWD Consent & Subordination template UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUSTRAIL BITUMINOUSTRAILSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9 9 2 9 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 996 996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD D2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD DDSTORMWATER RETENTION(NURP) BASINS±44,590 C.F. COMBINEDTOTAL LIVE STORAGE±8,590 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 993.00E.O. SPILLWAY: 992.50HWL: 992.06WQVE: 990.40NWL: 988.30RE-USE SHUTOFF: 987.00BOTTOM: 984.00DLODLODLODLODLOD LODLODL O D LODLODLOD LODLODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUSTRAIL BITUMINOUSTRAILSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9929 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 996996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.609 9 4 996995996996 993 99 2 99 0 987992993994994994991992993 99199298998799199299 3 996997998999989 990 991 992 993 988 990988 9949989979989969979959969 9 7 99 8 99399099499 5996997995995 994 990997999996 989993993993 991990991992993 993987 996 98799599499499 1 99399098 8 993989 991 993993 989-2.5%-2.0%-1.7%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-1.5%-1.5%-1.5%-2.5%-3.0%-3.0%-3.7%-2.4%-2. 0 %-7.6%-0.5%-24.9%-15.3%-1.5% -33.3%-30.0%-26 .0%-2.0%-2.0%-2.8%-2.5%-1.5%-2.0%-4.3%-2.3%-2.0%- 2 . 1% -1. 6 % -1.5% -1. 5 %-3.0%-1.5%-1.6%-24.0%-2.0%-2.0% -1.7%-33.3%-33.3%-33.3%-18 . 0 %-2.4%-1.5%99 3 992 994 996995-1.7%-2.0% -1.7%-3.5%-2.5%LODLODLODLODLOD LODLODL O D LODLODLOD LODLODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD 993 984 98 7987 991989-33.3% 98 9 98 7 988984984993991989991 993988-33.3%-33.3%-33.3%991 989989 -1.50%1000.00DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\GRADING PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:1RPBCWD Rev-107.21.2025Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PE2RPBCWD Rev-207.29.2025LEGENDSCALE IN FEET06030PROPERTY BOUNDARYEXISTING CONTOURPROPOSED CONTOURSETBACK LINERIGHT OF WAY LINEEASEMENTSTANDARD CURB AND GUTTERSTORM SEWERFLARED END SECTIONRETAINING WALLDRAINTILEGRADING LIMITSSPOT ELEVATIONFLOW DIRECTIONEMERGENCY OVERFLOWLODDE.O.SPOT ELEV. LABELSM.E.=MATCH EXISTINGTW=TOP OF WALLBW=BOTTOM OF WALLTC=TOP OF CURBMAINTENANCEEXHIBITSTORMWATERRETENTIONBASINSTORMWATER REUSE SYSTEM(IRRIGATION PUMP STATION,INSPECTION POINT #1)STORMWATERRETENTIONBASINSEDIMENT FOREBAYEXHIBIT A UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UEGGGGGGG G G GGGG GGGGGGGGG GGGGGGGGXXXXXXGMEMGMSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUS TRAIL BITUMINOUS TRAILBITUMINOUS PARKING LOTSIGN "15MPH"TTCHAIN LINKFENCECABXCABX10 10101010101010101010 10 101010DELRIODRIVECABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITION#111-20" ash#113-10" spruce#114-28" maple#116-60" basswood, multi-stem#117-30" maple#110-16" pine#109-30" maple#108-22" maple#107-26" maple#106-14" pine#112-22 maple#105-22" pine#104-15" pine#102-14" pine#101-15" ash#100-14" ash#98-20" spruce#99-18" maple#103-16" pine#97-15" spruce#96-20" mapleHH#86-50" cottonwood#85-20" cottonwood#84-16" boxelder#83-14" boxelder#87-12" maple#88-ash, 2-stem(8,8)#89-22" maple#90 15" maple#91-16" maple#95-48" maple#92-15" maple#126-11" cottonwood#118-28" maple#7-18" poplar#14-11" boxelder#13-60" cottonwood#15-11" boxelder#20-10" boxelder#41-10" boxelder#21-boxelder, 3-stem(10,10,10)#38-10" boxelder#42-10" boxelder#43-14" boxelder#44-16" boxelder#51-11" boxelder#52-10" boxelder#53-12" boxelder#54-11" boxelder#56-10" ash#57-10" ash#61-basswood, 4-stem(8,8,6,4)#63-12" crabapple#62-10" boxelder#64-14" ash#65-10" ash#66-10" ash#67-12" ash#74-10" boxelder#73-14" boxelder#68-silver maple, 3-stem(8,5,4)#71-15" maple#72-15" mapleGM#127-12" cottonwood#128-cottonwood, 2-stem(10,8)#129-10" maple8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD STORMWATER RETENTION(NURP) BASINS±44,590 C.F. COMBINEDTOTAL LIVE STORAGE±8,590 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 993.00E.O. SPILLWAY: 992.50HWL: 992.06WQVE: 990.40NWL: 988.30RE-USE SHUTOFF: 987.00BOTTOM: 984.00CONCRETESTAIRSDescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\LANDSCAPE PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalLandscape Architect under thelaws of the State of Minnesota.1RPBCWD Rev-107.21.2025Sheet:XX.XX.XX53234Joshua J McKinney, PLAN O T F O R C O N S T R U C T I O N2RPBCWD Rev-207.29.2025IRRIGATIONUSAGE PLANSCALE IN FEET06030IRRIGATION EXHIBIT EXHIBIT BIRRIGATED AREA1.25 ACRES22 Appendix G : Chloride Management Plan protect. manage. restore. 18681 Lake Drive East Chanhassen, MN 55317 952-607-6512 www.rpbcwd.org Chloride Management Plan Overview It is the policy of the District to regulate the management of stormwater runoff to minimize the impacts of the application of chloride compounds on water resources by minimizing their use on roads, parking lots, sidewalks and other impervious surfaces. A chloride management plan for post project management of chloride must be provided when an applicant for a permit under the stormwater management rule for land disturbing activity on property other than single-family home sites. The plan must include, at a minimum: 1. Designation of an individual authorized to implement the chloride-use plan 2.Designation of a Minnesota Pollution Control Agency (MPCA)-certified salt applicator engaged in the implementation of the chloride-use plan for the site Background Elevated chloride concentrations have been found in waterbodies throughout the Twin Cities Metro Area at levels exceeding water quality standards. Chloride levels when they exceed water quality standard impact the aquatic community. The District has identified through monitoring that stormwater reaching Purgatory Creek regularly exceeds water quality standards during winter months. The chloride or salt found in the water comes from the salt that is applied to our streets, parking lots, driveways and sidewalks during winter months. In an effort to protect the District’s water resources and increase efficiency in winter best management practices, a Chloride Management Plan needs to be in place as prescribed in Subsection 3.8 of Rule J. This will require cities, the county, commercial and private applicators to both reduce chloride application rates and improve winter management practices. Chloride Management Plan The two minimum components of a chloride management plan are the designation of individual authorized to implement the plan and the designation of a MPCA certified salt applicator engaged in the implementation of the chloride-use plan for the site. Designated Individual This individual is the point of contact for any questions regarding winter maintenance on the site, including chloride application. MPCA Certified Applicator To achieve MPCA certification, an applicator must first attend a Smart Salting Training. Riley Purgatory Bluff Creek Watershed District and other organizations host these trainings free of charge throughout the year. The training offers information about best practices for managing snow and ice on roads or parking lots and sidewalks. A test is offered at the end of the workshop to earn Minnesota Pollution Control Agency (MPCA) Level 1 Certification in Snow & Ice Control Best Practices. Additional information about the trainings, including upcoming training dates is available at: www.pca.state.mn.us/water/salt-application-training Project Information Name of Proposed Project: Address or Intersection: City: RPBCWD Permit Number (if known): For Cities/Public Agencies Only: ☐ Chloride Management Plan previously submitted for the year 2 Applicant Information (Site Owner or Project Developer) Name of Permit Applicant: Address: City, State, Zip: Phone: Email: Applicant Information (Site Consulting Engineer or Project Representative) Name: Address: City, State, Zip: Phone: Email: Designated Individual Company Name: Address: City, State, Zip: Contact Name: Email Address: Phone Number: Mobile Number: MPCA Certified Individual* Company Name: Address: City, State, Zip: Contact Name: Email Address: Phone Number: Mobile Number: Class Information Level 1: ☐ Parking Lot & Sidewalk ☐ Roads Level 2: ☐ Winter Maintenance Assessment Tool Location & Date of Class: Include a photo/scanned copy of certified individual’s certificate or excel spreadsheet from the MPCA website that has certified individual’s name listed. Certification is valid for five years. MPCA website link: www.pca.state.mn.us/water/salt-application-training Signature: Printed Name: Date: To Be Completed by District: Permit # ________________________________________________ Received From__________________________________________ Date Received__________________________________________ Date Approved_________________________________________ Return to: Riley Purgatory Bluff Creek Watershed District 18681 Lake Drive East Chanhassen, MN 55317 Email: tjeffery@rpbcwd.org Appendix H: Phase I Environmental Site Assessment (01/29/2024) Appendix I: Notice of Decision Wetlands “No-Loss” (11/22/2017) Appendix J: Irrigation Usage Plan UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UEGGGGGGG G G GGGG GGGGGGGGG GGGGGGGGXXXXXXGMEMGMSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUS TRAIL BITUMINOUS TRAILBITUMINOUS PARKING LOTSIGN "15MPH"TTCHAIN LINKFENCECABXCABX10 10101010101010101010 10 101010DELRIODRIVECABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITION#111-20" ash#113-10" spruce#114-28" maple#116-60" basswood, multi-stem#117-30" maple#110-16" pine#109-30" maple#108-22" maple#107-26" maple#106-14" pine#112-22 maple#105-22" pine#104-15" pine#102-14" pine#101-15" ash#100-14" ash#98-20" spruce#99-18" maple#103-16" pine#97-15" spruce#96-20" mapleHH#86-50" cottonwood#85-20" cottonwood#84-16" boxelder#83-14" boxelder#87-12" maple#88-ash, 2-stem(8,8)#89-22" maple#90 15" maple#91-16" maple#95-48" maple#92-15" maple#126-11" cottonwood#118-28" maple#7-18" poplar#14-11" boxelder#13-60" cottonwood#15-11" boxelder#20-10" boxelder#41-10" boxelder#21-boxelder, 3-stem(10,10,10)#38-10" boxelder#42-10" boxelder#43-14" boxelder#44-16" boxelder#51-11" boxelder#52-10" boxelder#53-12" boxelder#54-11" boxelder#56-10" ash#57-10" ash#61-basswood, 4-stem(8,8,6,4)#63-12" crabapple#62-10" boxelder#64-14" ash#65-10" ash#66-10" ash#67-12" ash#74-10" boxelder#73-14" boxelder#68-silver maple, 3-stem(8,5,4)#71-15" maple#72-15" mapleGM#127-12" cottonwood#128-cottonwood, 2-stem(10,8)#129-10" maple8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD STORMWATER RETENTION(NURP) BASINS±44,590 C.F. COMBINEDTOTAL LIVE STORAGE±8,590 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 993.00E.O. SPILLWAY: 992.50HWL: 992.06WQVE: 990.40NWL: 988.30RE-USE SHUTOFF: 987.00BOTTOM: 984.00CONCRETESTAIRSDescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\LANDSCAPE PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalLandscape Architect under thelaws of the State of Minnesota.1RPBCWD Rev-107.21.2025Sheet:XX.XX.XX53234Joshua J McKinney, PLAN O T F O R C O N S T R U C T I O N2RPBCWD Rev-207.29.2025IRRIGATIONUSAGE PLANSCALE IN FEET06030IRRIGATION EXHIBITAPPENDIX JIRRIGATED AREA1.25 ACRES22 Appendix K: Tree Canopy Abstraction Credit Results 1.Precipitation Station (pull-down menu)2.Region (from Cell 1)3. Surface (pull-down menu)4. Tree Selection Tree Type Tree SizeMinneapolis, MN Midwest Grass - HSG D BDL Broadleaf Deciduous Large5.Unit Reduction (cf/inch rainfall/inch DBH) (based on cells 2-4)0.58246. Representative Storm (inches)0.73007. Number of Trees PlantedTypical DBH (inches) for Guidance)8. DBH (inches)Tree Canopy Area (sf) (Suggested)9. Tree Canopy Area (sf) (Entered)70 16.20 12 62809 6280010. Runoff Reduction for the Representative Storm (cf)11. Base CN12. "Base" Runoff in the Area Beneath the Tree Canopy (cf)13. Runoff for the Representative Storm (cf)14. Runoff In Inches15. Adjusted Curve Number357.1 78.18 539.59 182.44 0.0349 64.5590th Percentile Storm Event (for Guidance)16. Design Storm (inches)17. Runoff from the Area Below the Tree Canopy (cf)1.048 1.1 1286.90Land Cover Type (Site Area) 18a-e. Site Areas (sf) 19. Site Curve Number 20. Site Level Runoff Without Trees (cf)Grass - HSG A 88.20 6373.44Grass - HSG BGrass - HSG CGrass - HSG D 83600Impervious Cover 86300Total 16990021. Runoff Volume for the Design Storm with Trees (cf)22. Runoff Reduction Volume (cf)564.27 722.623a.TN Concentration (mg/L) 23b.TP Concentration (mg/L)23c.TSS Concentration (mg/L)1.45 0.3 54.524a.TN Load Reduction (lbs) 24b. TP Load Reduction (lbs)24c.TSS Load Reduction (lbs)0.0654 0.0135 2.457525. Canopy Scale 56.15%26. Site Scale 11.34%% ReductionsStep 1: Enter Tree Type and Site DataStep 2: Calculate Unit Runoff Reduction Step 4: Enter the tree DBH, number of trees, canopy area and DBHStep 7: Calculate the runoff reduction volume for the design stormStep 8: Calculate the TN, TP and TSS reductions in urban runoff for the Design Storm (Cells 24a-c calculated from cell 22 and corresponding cells in 23a-c)Step 3: Identify the Representative Storm for this locationStep 5: Calculate the Runoff Reductiion Volume for the Repesentative Storm, and calculate a revised curve number for the treed area.Step 9: Represent as PercentagesStep 6: Calculate "Non-Tree" Runoff Volumes at the site and canopy scales for the Design Storm