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SWMP_Minnewashta Apts_MeasureGrp_2025-07-11 To: Veronica Sannes, Permitting Technician Date: 07/11/2025 Minnehaha Creek Watershed District From: Pete Moreau, P.E. (MN), Measure Group Project: Minnewashta Apartments Location: 6440 Hazeltine Boulevard, Excelsior, MN 55331 INTRODUCTION Headwaters Development is proposing a 44-unit, 3-story, multifamily apartment building development located at 6440 Hazeltine Boulevard (Trunk Highway 41). The site is located south of Trouvaille Memory Care Suites and west of Minnetonka Middle School West. The proposed development includes the apartment building and related parking lot, reconstruction and realignment of the neighbor's access drive (Trouvaille Memory Care), and a stormwater management basin oversized to support the City of Chanhassen. The purpose of realigning the neighbor's access drive lane is to benefit the upcoming transition to the TH41 roundabout (RAB) project slated for 2028, as requested by the City of Chanhassen. This project's stormwater management basin is designed as oversized to benefit the City of Chanhassen by supporting 4.9-acres of upstream tributary area that currently overburdens their existing, downstream stormwater management basins. This proposed project is seeking rezoning (RSF to R-8 Medium Density) 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 Minnehaha Creek Watershed District (MCWD) and conducted a pre-application meeting regarding this project. EXISTING CONDITIONS The subject property is 5.51 acres and is currently undeveloped. According to the Phase I ESA, the site was developed by the 1930s for residential and agricultural uses including a flourish greenhouse and orchard. All buildings were demolished by 2016 and it has been vacant since. A small portion of the access drive for the neighboring parcel to the north, Trouvaille Memory Care, and a small shed are the only existing impervious surfaces currently within the site. The site is heavily wooded (western portion) and contains a small portion of a Manage 2 wetland in the southwest corner of the parcel. 1. There are two (2) locations where stormwater runoff leaves the site. a. To the north (currently uncontrolled from this site) to the Trouvaille Memory Care site, which gets captured by their Filtration Basin (6P per their model records) just south of their building. This outlets to the north. b. To the southwest (currently uncontrolled) to the existing wetland. c. Both drainage areas ultimately discharge to the existing wetland (which is partially on site and mostly off-site to the west). 2. Phase II Environmental Site Assessment (Appendix F) notes that no recognized contamination is applicable as it relates to stormwater management. 3. Notice of Decision for Wetland Boundary (Appendix E) shows the extents of the Manage 2 wetland present on site. An updated wetland delineation is in process and will be provided upon receipt. 4. Braun Intertec completed their geotechnical evaluation fieldwork very recently and draft boring logs will be provided upon receipt, followed by their full Geotechnical report and data. Web soil survey results are provided within Appendix A for now. Soils observed were predominantly lean clay (CL) consistent with Hydrologic Soil Group (HSG) D. 5. Pervious area onsite were modeled using turf grass, cover >75%, for a curve number (CN) of 80. Impervious areas were modeled using a CN of 98. 6. 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. 7. Stormwater calculations use the NRCS MSE-3 rainfall distributions (Carver County) for the 24-hour, 2-, 10-, & 100-year storm events. 8. Runoff from the site was calculated separately for pervious and impervious areas. 9. See Appendix B for Existing & Proposed Conditions Drainage Maps. 10. See Appendix C for HydroCAD model output (rate control) and Appendix G for storm sewer conveyance sizing calculations. SUMMARY OF RELEVANT DESIGN CRITERIA Erosion & Sediment Control Rule: Applies to this project. Wetland Protection Rule: Applies to this project. This project proposes to meet/exceed the respective requirements from this rule: • Manage 2 wetland minimum buffer of 30-feet with related signage • Permitted bounce of downstream wetland (less than existing bounce plus 1.0-feet) for each design storm event Stormwater Management Rule: This development is larger than 1.0-acre in size, proposes greater than 1.0-acre in new and fully reconstructed impervious area, and proposes to impact >40% of the site. Therefore, all criteria from this rule applies to this project (volume control and rate control from the entire site’s impervious area). 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 the NRCS MSE-3 rainfall distributions (Carver County). Volume: Conditions for this site meet the criteria of a site with restrictions. Infiltration is prohibited in this case due to site soils being predominantly Hydrologic Soil Group D (clay) that are unreliable for infiltration. Baseline volume control requirement is 1.0- inch x the regulated impervious surfaces. Following the district’s guidance for restricted sites, we’re proposing a filtration practice sized to twice the required volume reduction (2 x 1.0-inches x regulated impervious surfaces). GROUNDWATER ANALYSIS There appears to be ample groundwater separation from the proposed stormwater features based on the current data available (forthcoming 2025 Geotechnical report to confirm). Per the Phase II Environmental Assessment (Appendix F), groundwater was observed approximately 10 to 23 feet below surface elevations. The existing wetland surface water elevation in the southwest corner of the site is approximately 30 feet below the bottom of the proposed stormwater basin. PROPOSED CONDITIONS The proposed development consists of constructing a 44-unit apartment complex (one building), related parking lot and driveway connection(s), 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 filtration basin. Control and Maintenance: Outlet control structure (OCS) downstream of the filtration basin. The surface basin perimeter and OCS 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. • Only a small portion of the total impervious surface area proposed for this site is proposed to remain uncaptured by this site’s proposed basin. That is the northeast corner where the entrance drive has a grade break for the small portion of the shared access that drains through Trouvaille Memory Care to the north, similar to existing conditions. • The majority of the access drive and all of the proposed parking lot and new building are collected and routed to the proposed filtration basin. The parking lot and front (east) roof area are captured via catch basins within the parking lot and routed to the basin. The rear (west) roof area will discharge directly to the basin. • Overflow from both the site and basin is routed similar to existing conditions, to the existing wetland in the southwest corner of the site via controlled swales designed to provide erosion protection. 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) - Total Existing Proposed 2-yr 6.99 4.27 10-yr 13.88 10.10 100-yr 30.19 23.00 Please note the above table is factoring in an extra 4.9-acres (53% impervious) of offsite support in the proposed conditions. DOWNSTREAM WETLAND BOUNCE COMPLIANCE The provided instantaneous bounce calculation method has been completed to verify the proposed increases in discharge volume to the wetland do not increase the bounce of the wetland to higher than 1.0’ from existing conditions (for Manage 2 category wetlands). Even with the extra 4.9-acres of offsite support factored into the contributing drainage area to our proposed basin, the worst bounce increase is during the 100-yr event and is only 0.09’ (<1.0’). Discharge to Wetland Comparison (ac-ft) 20.98 acres Storm Event Existing Proposed Difference Bounce Increase (ft.) 2-yr 0.506 0.745 0.239 0.01 10-yr 0.988 1.697 0.709 0.03 100-yr 2.175 4.020 1.845 0.09 VOLUME CONTROL COMPLIANCE Volume control for the proposed development conditions has been designed to provide a water quality volume equivalent to twice the required volume reduction amount since this is a site with restrictions (clay soils unreliable for infiltration). Regulated Impervious Area (Entire Parcel Proposed Impervious Area) = 1.15 acre 1.15 acres x 1.00 inches = 4,175 CF baseline performance goal x 2.0 = 8,350 CF performance goal Water Quality Volume Provided = 24,231 CF FREEBOARD (FLOOD CONTROL) COMPLIANCE The proposed stormwater management system(s) has been designed to exceed the separation requirements to requested site features as follows. The proposed 100- year high water elevation is at least: 2.0-feet below the low floor elevation of the proposed apartment building. LFE = 1000.33 (Proposed Apartment Garage Floor Elevation) >2.0-feet above 100-yr HWL = 994.39 (5.94’ separation provided) 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 control under restricted site conditions to greater than 2.0x 1.0-inches over all regulated impervious surfaces, • The excess water quality provided with the proposed oversized basin equates to 15,880 C.F. of bonus water quality. Applying the same 2.0x penalty for using the filtration treatment method equates to treatment of approximately 2.2-acres of additional impervious surface. • Complies with performance requirements for the proposed impact to the downstream wetland (minimal bounce within tolerance for a Manage 2 wetland) • Provides freeboard between low floor/opening elevations of the proposed building in relation to estimated 100-year flood elevations. Measure Group, LLC Pete Moreau, P.E. (MN) Partner Phone: (641) 583-0173 Email: pmoreau@measuregrp.com APPENDICES • Appendix A: Geotechnical Data (Web Soil Survey Results, Borings Forthcoming) • Appendix B: Drainage Maps (Existing & Proposed Conditions) • Appendix C: HydroCAD Model Output (Existing & Proposed Conditions) • Appendix D : Operations & Maintenance Documents (Declaration and Exhibits) • Appendix E: Notice of Decision, Wetland Boundary (12/01/2017) • Appendix F: Phase II Environmental Site Assessment (11/30/2020) • Appendix G: Storm Sewer Conveyance Sizing Calculations & Exhibits Appendix A: Geotechnical Data (Web Soil Survey Results, Borings Forthcoming) Soil Map—Carver County, Minnesota (6440 Hazeltine Blvd) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 1 of 3497049049705304970570497061049706504970690497073049704504970490497053049705704970610497065049706904970730453740453780453820453860453900453940453980454020454060454100454140 453740 453780 453820 453860 453900 453940 453980 454020 454060 454100 454140 44° 53' 18'' N 93° 35' 9'' W44° 53' 18'' N93° 34' 49'' W44° 53' 9'' N 93° 35' 9'' W44° 53' 9'' N 93° 34' 49'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:2,020 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 21, Sep 7, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 29, 2023—Sep 13, 2023 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Carver County, Minnesota (6440 Hazeltine Blvd) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI GL Glencoe clay loam, 0 to 1 percent slopes 0.8 6.5% HM Hamel loam, 0 to 2 percent slopes 1.5 12.7% KC Lester-Kilkenny loams, 6 to 12 percent slopes 2.8 23.0% KC2 Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded 0.9 7.8% KD2 Lester-Kilkenny complex, 10 to 16 percent slopes, moderately eroded 1.0 8.4% KE2 Lester-Kilkenny complex, 16 to 22 percent slopes 4.9 40.4% TB Terril loam, 2 to 6 percent slopes 0.1 1.2% Totals for Area of Interest 12.1 100.0% Soil Map—Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 3 of 3 Carver County, Minnesota GL—Glencoe clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2tsjr Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Glencoe and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Glencoe Setting Landform:Depressions Down-slope shape:Concave Across-slope shape:Concave Parent material:Local alluvium over till Typical profile Ap - 0 to 9 inches: clay loam A - 9 to 39 inches: clay loam Bg - 39 to 50 inches: clay loam Cg - 50 to 79 inches: clay loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.06 to 2.00 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Frequency of ponding:Occasional Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Ecological site: R103XY015MN - Depressional Marsh Forage suitability group: Ponded If Not Drained (G103XS013MN) Map Unit Description: Glencoe clay loam, 0 to 1 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 1 of 2 Other vegetative classification: Ponded If Not Drained (G103XS013MN) Hydric soil rating: Yes Minor Components Okoboji Percent of map unit:10 percent Landform:Depressions Down-slope shape:Concave Across-slope shape:Concave Ecological site:R103XY015MN - Depressional Marsh Other vegetative classification:Ponded If Not Drained (G103XS013MN) Hydric soil rating: Yes Canisteo Percent of map unit:5 percent Landform:Ground moraines, rims on depressions Landform position (three-dimensional):Talf Down-slope shape:Linear, concave Across-slope shape:Linear Ecological site:R103XY001MN - Loamy Wet Prairies Other vegetative classification:Level Swale, Calcareous (G103XS009MN) Hydric soil rating: Yes Webster Percent of map unit:5 percent Landform:Ground moraines Landform position (three-dimensional):Talf Down-slope shape:Linear Across-slope shape:Linear Ecological site:R103XY001MN - Loamy Wet Prairies Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: Yes Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 21, Sep 7, 2024 Map Unit Description: Glencoe clay loam, 0 to 1 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 2 of 2 Carver County, Minnesota HM—Hamel loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2tsjw Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Hamel and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hamel Setting Landform:Ground moraines Landform position (three-dimensional):Dip Down-slope shape:Concave, linear Across-slope shape:Linear, concave Parent material:Colluvium over till Typical profile Ap - 0 to 10 inches: loam A - 10 to 24 inches: loam Btg - 24 to 46 inches: clay loam Cg - 46 to 79 inches: clay loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:About 0 to 8 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Map Unit Description: Hamel loam, 0 to 2 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 1 of 2 Ecological site: F103XY030MN - Wet Footslope/Drainageway Forests Forage suitability group: Level Swale, Neutral (G103XS001MN) Other vegetative classification: Level Swale, Neutral (G103XS001MN) Hydric soil rating: Yes Minor Components Terril Percent of map unit:10 percent Landform:Ground moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:R103XY011MN - Footslope/Drainageway Prairies Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: No Glencoe Percent of map unit:5 percent Landform:Ground moraines Down-slope shape:Concave Across-slope shape:Concave Ecological site:R103XY015MN - Depressional Marsh Other vegetative classification:Ponded If Not Drained (G103XS013MN) Hydric soil rating: Yes Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 21, Sep 7, 2024 Map Unit Description: Hamel loam, 0 to 2 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 2 of 2 Carver County, Minnesota KC—Lester-Kilkenny loams, 6 to 12 percent slopes Map Unit Setting National map unit symbol: f9j3 Elevation: 700 to 1,600 feet Mean annual precipitation: 23 to 35 inches Mean annual air temperature: 43 to 50 degrees F Frost-free period: 155 to 200 days Farmland classification: Farmland of statewide importance Map Unit Composition Lester and similar soils:60 percent Kilkenny and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester Setting Landform:Moraines Landform position (two-dimensional):Backslope Down-slope shape:Linear Across-slope shape:Linear Parent material:Till Typical profile Ap - 0 to 7 inches: loam Bt - 7 to 38 inches: clay loam Bk - 38 to 60 inches: loam C - 60 to 80 inches: loam Properties and qualities Slope:6 to 12 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:25 percent Gypsum, maximum content:1 percent Available water supply, 0 to 60 inches: High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R103XY020MN - Loamy Upland Savannas Forage suitability group: Sloping Upland, Acid (G103XS006MN) Map Unit Description: Lester-Kilkenny loams, 6 to 12 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 1 of 2 Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Description of Kilkenny Setting Landform:Moraines Landform position (two-dimensional):Backslope Down-slope shape:Linear Across-slope shape:Linear Parent material:Till Typical profile Ap - 0 to 9 inches: loam Bt - 9 to 53 inches: clay loam 2BC,2C - 53 to 80 inches: loam Properties and qualities Slope:6 to 12 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 30 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Gypsum, maximum content:1 percent Available water supply, 0 to 60 inches: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: F103XY026MN - Clayey Upland Forests Forage suitability group: Sloping Upland, Acid (G103XS006MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 21, Sep 7, 2024 Map Unit Description: Lester-Kilkenny loams, 6 to 12 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 2 of 2 Carver County, Minnesota KC2—Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded Map Unit Setting National map unit symbol: 2vvgd Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Lester, moderately eroded, and similar soils:50 percent Kilkenny, moderately eroded, and similar soils:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester, Moderately Eroded Setting Landform:Ground moraines, hillslopes Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex Across-slope shape:Linear, convex Parent material:Fine-loamy till Typical profile Ap - 0 to 6 inches: loam Bt - 6 to 38 inches: clay loam C - 38 to 79 inches: loam Properties and qualities Slope:6 to 10 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:About 47 to 63 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Map Unit Description: Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded--- Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 1 of 3 Hydrologic Soil Group: C Ecological site: F103XY025MN - Loamy Upland Forests Forage suitability group: Sloping Upland, Acid (G103XS006MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Description of Kilkenny, Moderately Eroded Setting Landform:Ground moraines, lake plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Rise Down-slope shape:Convex Across-slope shape:Linear Parent material:Glaciolacustrine deposits over till Typical profile Ap - 0 to 7 inches: clay loam Bt - 7 to 47 inches: clay loam 2C - 47 to 79 inches: loam Properties and qualities Slope:6 to 10 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.06 to 2.00 in/hr) Depth to water table:About 20 to 47 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: D Ecological site: F103XY026MN - Clayey Upland Forests Forage suitability group: Sloping Upland, Acid (G103XS006MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Minor Components Terril Percent of map unit:10 percent Landform:Ground moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Map Unit Description: Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded--- Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 2 of 3 Across-slope shape:Linear Ecological site:F103XY029MN - Footslope/Drainageway Forests Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: No Hamel Percent of map unit:5 percent Landform:Ground moraines Landform position (three-dimensional):Dip Down-slope shape:Concave, linear Across-slope shape:Linear, concave Ecological site:F103XY030MN - Wet Footslope/Drainageway Forests Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: Yes Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 21, Sep 7, 2024 Map Unit Description: Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded--- Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 3 of 3 Carver County, Minnesota KD2—Lester-Kilkenny complex, 10 to 16 percent slopes, moderately eroded Map Unit Setting National map unit symbol: 2vvgf Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Not prime farmland Map Unit Composition Lester, moderately eroded, and similar soils:50 percent Kilkenny, moderately eroded, and similar soils:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester, Moderately Eroded Setting Landform:Ground moraines, hillslopes Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, rise Down-slope shape:Convex Across-slope shape:Linear, convex Parent material:Fine-loamy till Typical profile Ap - 0 to 6 inches: loam Bt - 6 to 38 inches: clay loam C - 38 to 79 inches: loam Properties and qualities Slope:10 to 16 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:About 55 to 71 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Map Unit Description: Lester-Kilkenny complex, 10 to 16 percent slopes, moderately eroded--- Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 1 of 3 Hydrologic Soil Group: C Ecological site: F103XY025MN - Loamy Upland Forests Forage suitability group: Sloping Upland, Acid (G103XS006MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Description of Kilkenny, Moderately Eroded Setting Landform:Ground moraines, lake plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Rise Down-slope shape:Convex Across-slope shape:Linear Parent material:Glaciolacustrine deposits over till Typical profile Ap - 0 to 7 inches: clay loam Bt - 7 to 47 inches: clay loam 2C - 47 to 79 inches: loam Properties and qualities Slope:10 to 16 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.06 to 2.00 in/hr) Depth to water table:About 55 to 71 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: F103XY026MN - Clayey Upland Forests Forage suitability group: Sloping; Fine Texture (G103XS023MN) Other vegetative classification: Sloping; Fine Texture (G103XS023MN) Hydric soil rating: No Minor Components Terril Percent of map unit:10 percent Landform:Ground moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Map Unit Description: Lester-Kilkenny complex, 10 to 16 percent slopes, moderately eroded--- Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 2 of 3 Across-slope shape:Linear Ecological site:F103XY029MN - Footslope/Drainageway Forests Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: No Hamel Percent of map unit:5 percent Landform:Ground moraines Landform position (three-dimensional):Dip Down-slope shape:Concave, linear Across-slope shape:Linear, concave Ecological site:F103XY030MN - Wet Footslope/Drainageway Forests Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: Yes Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 21, Sep 7, 2024 Map Unit Description: Lester-Kilkenny complex, 10 to 16 percent slopes, moderately eroded--- Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 3 of 3 Carver County, Minnesota KE2—Lester-Kilkenny complex, 16 to 22 percent slopes Map Unit Setting National map unit symbol: 2vvgg Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Not prime farmland Map Unit Composition Lester and similar soils:50 percent Kilkenny and similar soils:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester Setting Landform:Moraines, hillslopes Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear, convex Parent material:Fine-loamy till Typical profile A - 0 to 9 inches: loam E - 9 to 12 inches: loam Bt - 12 to 38 inches: clay loam C - 38 to 79 inches: loam Properties and qualities Slope:16 to 22 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Map Unit Description: Lester-Kilkenny complex, 16 to 22 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 1 of 3 Hydrologic Soil Group: C Ecological site: F103XY025MN - Loamy Upland Forests Forage suitability group: Sloping Upland, Acid (G103XS006MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Description of Kilkenny Setting Landform:Moraines, lake plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Glaciolacustrine deposits over till Typical profile A - 0 to 8 inches: clay loam Bt - 8 to 47 inches: clay loam 2C - 47 to 79 inches: loam Properties and qualities Slope:16 to 22 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.06 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: F103XY026MN - Clayey Upland Forests Forage suitability group: Not Suited (G103XS024MN) Other vegetative classification: Not Suited (G103XS024MN) Hydric soil rating: No Minor Components Terril Percent of map unit:10 percent Landform:Ground moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Map Unit Description: Lester-Kilkenny complex, 16 to 22 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 2 of 3 Ecological site:F103XY029MN - Footslope/Drainageway Forests Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: No Hamel Percent of map unit:5 percent Landform:Ground moraines Landform position (three-dimensional):Dip Down-slope shape:Concave, linear Across-slope shape:Linear, concave Ecological site:F103XY030MN - Wet Footslope/Drainageway Forests Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: Yes Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 21, Sep 7, 2024 Map Unit Description: Lester-Kilkenny complex, 16 to 22 percent slopes---Carver County, Minnesota 6440 Hazeltine Blvd Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/11/2025 Page 3 of 3 Appendix B: Drainage Maps (Existing & Proposed Conditions) MIN N E S O T A H I G H W A Y N O . 4 1 ( H A Z E L T I N E B L V D ) ORIOLE AVENUE ||E1E2E3WLWLWL DescriptionRev.DateMINNEWASHTA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-102PMJM06/13/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Minnewashta MF\CAD\Sheets\DEMOLITION PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:Sheet: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, PEEXISTINGDRAINAGE MAPSCALE IN FEET08040-1.50%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 SUMMARYAPPENDIX BSITE DATATOTAL DRAINAGE AREA:(INCLUDES 0.36 ACRES OF PERVIOUS OFF-SITE RUN-ON)IMPERVIOUS AREA:PERVIOUS AREA:5.96 ACRES0.03 ACRES5.93 ACRES MIN N E S O T A H I G H W A Y N O . 4 1 ( H A Z E L T I N E B L V D ) ORIOLE AVENUE ||3 STORYMULTIFAMILY44 UNITSFFE: 1011.00GFE: 1000.33STORMWATERFILTRATION BASINTOP BERM: 995.00EO: 994.50HWL:994.39BOT:989.00BOT(SAND):985.25WLWLWL DDDCITY OF CHANHASSENDRAINAGE, UTILITY, ANDTRANSPORTATIONEASEMENTLODLODLOD LOD LOD LODLODLOD LOD LOD LOD LOD LODLODL O D L O D L O DLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLO D LO D LO D LO D LO D LO D LO D LO D LO D LO D -1.6%-4 .9% -1.4% -1.7%-1.6%-33.3%-2.3%-2.0%-5.0%-2.4 %-2.0%-2.0%-33.3%-24.4%-33.3%-7.5%-33.5%-27.5%-3 3 . 3 % -2.2% -7. 5 %-5.1%-6.5%-10.0%-4.5%-1.5% -2.0%-4.5%-2.5%-33.3%-33.3% 10 1 9 1 0 2 0 10 2 11012101310141015101610171 0 1 8 101910201016 1017 1018 1016101710189849859869879889899879889899909891022995996997998999100010011002100310 0 4 100 5 100 6 10 0 7 10 0 8 10 0 9 1010101110121007 1008 1009 1010 101 1 1012 1013 1014 10151001100299699799899910001001 9951017 1018 1010 1011 1011101510 2 1 10 1 0 10 1 1 985985995995989995989995996982985979990995990980990995980985990995995988989985990995993989995996 9849939919899919961010100810091000 1015101610131014-3 .8%10171018-0.6%10171018P1P3P2-1.50%1000.00DescriptionRev.DateMINNEWASHTA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-102PMJM06/13/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Minnewashta MF\CAD\Sheets\GRADING PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:Sheet: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, PEPROPOSEDDRAINAGE MAPLEGENDSCALE IN FEET08040PROPERTY 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 DRAINAGE AREA:(INCLUDES 0.36 ACRES OF PERVIOUS OFF-SITE RUN-ON)IMPERVIOUS AREA:PERVIOUS AREA:5.96 ACRES1.15 ACRES4.81 ACRESAPPENDIX BDATA WITH 4.9-ACRES OF OFF-SITE AREA INCLUDEDTOTAL DRAINAGE AREA:(INCLUDES 0.36 ACRES OF PERVIOUS OFF-SITE RUN-ON)IMPERVIOUS AREA:PERVIOUS AREA:10.85 ACRES3.74 ACRES7.11 ACRES Appendix C: HydroCAD Model Output (Existing & Proposed Conditions) Existing Conditions E1 Off-Site Run On E2 On-Site Run Off E3 On Site to WetlandET-W Existing Total to Wetland Routing Diagram for 6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07-11 Prepared by Measure Group LLC, Printed 7/11/2025 HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07-11 Printed 7/11/2025Prepared 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) 5.930 80 >75% Grass cover, Good, HSG D (E1, E2, E3) 0.030 98 Paved parking, HSG D (E2) MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-50.00 hrs, dt=0.01 hrs, 5001 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=0.360 ac 0.00% Impervious Runoff Depth=1.13"Subcatchment E1: Off-Site Run On Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 Runoff=0.62 cfs 0.034 af Runoff Area=0.590 ac 5.08% Impervious Runoff Depth=1.21"Subcatchment E2: On-Site Run Off Flow Length=220' Slope=0.0340 '/' Tc=15.8 min CN=80/98 Runoff=0.88 cfs 0.059 af Runoff Area=5.010 ac 0.00% Impervious Runoff Depth=1.13"Subcatchment E3: On Site to Wetland Flow Length=300' Slope=0.0270 '/' Tc=22.2 min CN=80/0 Runoff=5.88 cfs 0.472 af Inflow=6.99 cfs 0.566 afReach ET-W: Existing Total to Wetland Outflow=6.99 cfs 0.566 af MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Off-Site Run On Runoff = 0.62 cfs @ 12.19 hrs, Volume= 0.034 af, Depth= 1.13" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.360 80 Weighted Average 0.360 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0200 0.16 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E1: Off-Site Run On Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (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 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.360 ac Runoff Volume=0.034 af Runoff Depth=1.13" Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 0.62 cfs MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: On-Site Run Off Runoff = 0.88 cfs @ 12.25 hrs, Volume= 0.059 af, Depth= 1.21" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.030 98 Paved parking, HSG D 0.560 80 >75% Grass cover, Good, HSG D 0.590 81 Weighted Average 0.560 80 94.92% Pervious Area 0.030 98 5.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 220 0.0340 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E2: On-Site Run Off Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.590 ac Runoff Volume=0.059 af Runoff Depth=1.21" Flow Length=220' Slope=0.0340 '/' Tc=15.8 min CN=80/98 0.88 cfs MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E3: On Site to Wetland Runoff = 5.88 cfs @ 12.34 hrs, Volume= 0.472 af, Depth= 1.13" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.000 98 Paved parking, HSG D 5.010 80 >75% Grass cover, Good, HSG D 5.010 80 Weighted Average 5.010 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 300 0.0270 0.23 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E3: On Site to Wetland Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=5.010 ac Runoff Volume=0.472 af Runoff Depth=1.13" Flow Length=300' Slope=0.0270 '/' Tc=22.2 min CN=80/0 5.88 cfs MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET-W: Existing Total to Wetland Inflow Area = 5.960 ac, 0.50% Impervious, Inflow Depth = 1.14" for 2-Year event Inflow = 6.99 cfs @ 12.31 hrs, Volume= 0.566 af Outflow = 6.99 cfs @ 12.31 hrs, Volume= 0.566 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node ET Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs Reach ET-W: Existing Total to Wetland Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=5.960 ac 6.99 cfs 6.99 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-50.00 hrs, dt=0.01 hrs, 5001 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=0.360 ac 0.00% Impervious Runoff Depth=2.21"Subcatchment E1: Off-Site Run On Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 Runoff=1.22 cfs 0.066 af Runoff Area=0.590 ac 5.08% Impervious Runoff Depth=2.30"Subcatchment E2: On-Site Run Off Flow Length=220' Slope=0.0340 '/' Tc=15.8 min CN=80/98 Runoff=1.69 cfs 0.113 af Runoff Area=5.010 ac 0.00% Impervious Runoff Depth=2.21"Subcatchment E3: On Site to Wetland Flow Length=300' Slope=0.0270 '/' Tc=22.2 min CN=80/0 Runoff=11.70 cfs 0.922 af Inflow=13.88 cfs 1.101 afReach ET-W: Existing Total to Wetland Outflow=13.88 cfs 1.101 af MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Off-Site Run On Runoff = 1.22 cfs @ 12.18 hrs, Volume= 0.066 af, Depth= 2.21" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.360 80 Weighted Average 0.360 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0200 0.16 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E1: Off-Site Run On Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.360 ac Runoff Volume=0.066 af Runoff Depth=2.21" Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 1.22 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: On-Site Run Off Runoff = 1.69 cfs @ 12.24 hrs, Volume= 0.113 af, Depth= 2.30" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.030 98 Paved parking, HSG D 0.560 80 >75% Grass cover, Good, HSG D 0.590 81 Weighted Average 0.560 80 94.92% Pervious Area 0.030 98 5.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 220 0.0340 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E2: On-Site Run Off Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.590 ac Runoff Volume=0.113 af Runoff Depth=2.30" Flow Length=220' Slope=0.0340 '/' Tc=15.8 min CN=80/98 1.69 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E3: On Site to Wetland Runoff = 11.70 cfs @ 12.33 hrs, Volume= 0.922 af, Depth= 2.21" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.000 98 Paved parking, HSG D 5.010 80 >75% Grass cover, Good, HSG D 5.010 80 Weighted Average 5.010 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 300 0.0270 0.23 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E3: On Site to Wetland Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=5.010 ac Runoff Volume=0.922 af Runoff Depth=2.21" Flow Length=300' Slope=0.0270 '/' Tc=22.2 min CN=80/0 11.70 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET-W: Existing Total to Wetland Inflow Area = 5.960 ac, 0.50% Impervious, Inflow Depth = 2.22" for 10-Year event Inflow = 13.88 cfs @ 12.31 hrs, Volume= 1.101 af Outflow = 13.88 cfs @ 12.31 hrs, Volume= 1.101 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node ET Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs Reach ET-W: Existing Total to Wetland Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.960 ac 13.88 cfs 13.88 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 13HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-50.00 hrs, dt=0.01 hrs, 5001 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=0.360 ac 0.00% Impervious Runoff Depth=4.86"Subcatchment E1: Off-Site Run On Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 Runoff=2.62 cfs 0.146 af Runoff Area=0.590 ac 5.08% Impervious Runoff Depth=4.97"Subcatchment E2: On-Site Run Off Flow Length=220' Slope=0.0340 '/' Tc=15.8 min CN=80/98 Runoff=3.62 cfs 0.244 af Runoff Area=5.010 ac 0.00% Impervious Runoff Depth=4.86"Subcatchment E3: On Site to Wetland Flow Length=300' Slope=0.0270 '/' Tc=22.2 min CN=80/0 Runoff=25.58 cfs 2.029 af Inflow=30.19 cfs 2.419 afReach ET-W: Existing Total to Wetland Outflow=30.19 cfs 2.419 af MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 14HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Off-Site Run On Runoff = 2.62 cfs @ 12.18 hrs, Volume= 0.146 af, Depth= 4.86" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.360 80 Weighted Average 0.360 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0200 0.16 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E1: Off-Site Run On Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.360 ac Runoff Volume=0.146 af Runoff Depth=4.86" Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 2.62 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 15HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: On-Site Run Off Runoff = 3.62 cfs @ 12.24 hrs, Volume= 0.244 af, Depth= 4.97" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.030 98 Paved parking, HSG D 0.560 80 >75% Grass cover, Good, HSG D 0.590 81 Weighted Average 0.560 80 94.92% Pervious Area 0.030 98 5.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 220 0.0340 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E2: On-Site Run Off Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.590 ac Runoff Volume=0.244 af Runoff Depth=4.97" Flow Length=220' Slope=0.0340 '/' Tc=15.8 min CN=80/98 3.62 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 16HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E3: On Site to Wetland Runoff = 25.58 cfs @ 12.31 hrs, Volume= 2.029 af, Depth= 4.86" Routed to Reach ET-W : Existing Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.000 98 Paved parking, HSG D 5.010 80 >75% Grass cover, Good, HSG D 5.010 80 Weighted Average 5.010 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 300 0.0270 0.23 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment E3: On Site to Wetland Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=5.010 ac Runoff Volume=2.029 af Runoff Depth=4.86" Flow Length=300' Slope=0.0270 '/' Tc=22.2 min CN=80/0 25.58 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 17HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET-W: Existing Total to Wetland Inflow Area = 5.960 ac, 0.50% Impervious, Inflow Depth = 4.87" for 100-Year event Inflow = 30.19 cfs @ 12.30 hrs, Volume= 2.419 af Outflow = 30.19 cfs @ 12.30 hrs, Volume= 2.419 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node ET Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs Reach ET-W: Existing Total to Wetland Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.960 ac 30.19 cfs 30.19 cfs Proposed Conditions P1 Off-Site Run On P2 Uncontrolled P3 Captured S3 S3 per 15100 WSB ModelPT Proposed Total to Wetland FB Filtration Basin Routing Diagram for 6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07-11 Prepared by Measure Group LLC, Printed 7/11/2025 HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07-11 Printed 7/11/2025Prepared 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) 0.692 39 >75% Grass cover, Good, HSG A (S3) 0.960 61 >75% Grass cover, Good, HSG B (S3) 0.604 74 >75% Grass cover, Good, HSG C (S3) 4.810 80 >75% Grass cover, Good, HSG D (P1, P2, P3) 0.982 98 Paved parking, HSG A (S3) 0.060 98 Paved parking, HSG B (S3) 0.063 98 Paved parking, HSG C (S3) 1.150 98 Paved parking, HSG D (P2, P3) 0.076 98 Paved roads w/curbs & sewers, HSG A (S3) 0.651 98 Paved roads w/curbs & sewers, HSG B (S3) 0.639 98 Paved roads w/curbs & sewers, HSG C (S3) 0.164 81 Urban industrial, 72% imp, HSG A (S3) MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-50.00 hrs, dt=0.01 hrs, 5001 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=0.360 ac 0.00% Impervious Runoff Depth=1.13"Subcatchment P1: Off-Site Run On Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 Runoff=0.62 cfs 0.034 af Runoff Area=2.820 ac 4.26% Impervious Runoff Depth=1.19"Subcatchment P2: Uncontrolled Flow Length=240' Slope=0.0470 '/' Tc=14.9 min CN=80/98 Runoff=4.27 cfs 0.281 af Runoff Area=2.780 ac 37.05% Impervious Runoff Depth=1.68"Subcatchment P3: Captured Tc=7.0 min CN=80/98 Runoff=7.66 cfs 0.389 af Runoff Area=4.891 ac 52.94% Impervious Runoff Depth=1.48"Subcatchment S3: S3 per 15100 WSB Model Tc=15.0 min CN=57/98 Runoff=8.01 cfs 0.601 af Inflow=4.27 cfs 0.741 afReach PT: Proposed Total to Wetland Outflow=4.27 cfs 0.741 af Peak Elev=991.52' Storage=31,882 cf Inflow=14.85 cfs 1.024 afPond FB: Filtration Basin Primary=1.03 cfs 0.460 af Secondary=0.00 cfs 0.000 af Outflow=1.03 cfs 0.460 af MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Off-Site Run On Runoff = 0.62 cfs @ 12.19 hrs, Volume= 0.034 af, Depth= 1.13" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.360 80 Weighted Average 0.360 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0200 0.16 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment P1: Off-Site Run On Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (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 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=0.360 ac Runoff Volume=0.034 af Runoff Depth=1.13" Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 0.62 cfs MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Uncontrolled Runoff = 4.27 cfs @ 12.24 hrs, Volume= 0.281 af, Depth= 1.19" Routed to Reach PT : Proposed Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.120 98 Paved parking, HSG D 2.700 80 >75% Grass cover, Good, HSG D 2.820 81 Weighted Average 2.700 80 95.74% Pervious Area 0.120 98 4.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 240 0.0470 0.27 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment P2: Uncontrolled Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=2.820 ac Runoff Volume=0.281 af Runoff Depth=1.19" Flow Length=240' Slope=0.0470 '/' Tc=14.9 min CN=80/98 4.27 cfs MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Captured Runoff = 7.66 cfs @ 12.14 hrs, Volume= 0.389 af, Depth= 1.68" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 1.030 98 Paved parking, HSG D 1.750 80 >75% Grass cover, Good, HSG D 2.780 87 Weighted Average 1.750 80 62.95% Pervious Area 1.030 98 37.05% 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: Captured Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=2.780 ac Runoff Volume=0.389 af Runoff Depth=1.68" Tc=7.0 min CN=80/98 7.66 cfs MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: S3 per 15100 WSB Model Runoff = 8.01 cfs @ 12.22 hrs, Volume= 0.601 af, Depth= 1.48" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.692 39 >75% Grass cover, Good, HSG A 0.960 61 >75% Grass cover, Good, HSG B 0.604 74 >75% Grass cover, Good, HSG C 0.982 98 Paved parking, HSG A 0.060 98 Paved parking, HSG B 0.063 98 Paved parking, HSG C 0.076 98 Paved roads w/curbs & sewers, HSG A 0.651 98 Paved roads w/curbs & sewers, HSG B 0.639 98 Paved roads w/curbs & sewers, HSG C 0.164 81 Urban industrial, 72% imp, HSG A 4.891 79 Weighted Average 2.302 57 47.06% Pervious Area 2.589 98 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment S3: S3 per 15100 WSB Model Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.84" Runoff Area=4.891 ac Runoff Volume=0.601 af Runoff Depth=1.48" Tc=15.0 min CN=57/98 8.01 cfs MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total to Wetland Inflow Area = 10.851 ac, 34.46% Impervious, Inflow Depth > 0.82" for 2-Year event Inflow = 4.27 cfs @ 12.24 hrs, Volume= 0.741 af Outflow = 4.27 cfs @ 12.24 hrs, Volume= 0.741 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total to Wetland Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=10.851 ac 4.27 cfs 4.27 cfs MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond FB: Filtration Basin Inflow Area = 8.031 ac, 45.06% Impervious, Inflow Depth = 1.53" for 2-Year event Inflow = 14.85 cfs @ 12.16 hrs, Volume= 1.024 af Outflow = 1.03 cfs @ 13.52 hrs, Volume= 0.460 af, Atten= 93%, Lag= 81.6 min Primary = 1.03 cfs @ 13.52 hrs, Volume= 0.460 af Routed to Reach PT : Proposed Total to Wetland Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach PT : Proposed Total to Wetland Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 991.52' @ 13.52 hrs Surf.Area= 15,248 sf Storage= 31,882 cf Plug-Flow detention time= 389.0 min calculated for 0.460 af (45% of inflow) Center-of-Mass det. time= 290.2 min ( 1,067.8 - 777.6 ) Volume Invert Avail.Storage Storage Description #1 989.00' 100,925 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 989.00 10,243 0 0 991.00 13,988 24,231 24,231 993.50 20,006 42,493 66,724 994.50 23,584 21,795 88,519 995.00 26,040 12,406 100,925 Device Routing Invert Outlet Devices #1 Secondary 994.50'10.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 0.5' Crest Height #2 Primary 981.00'15.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 981.00' / 975.50' S= 0.1222 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #3 Device 2 994.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 2 991.00'12.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 985.50'6.0" Vert. 6" Underdrain C= 0.600 Limited to weir flow at low heads #6 Device 5 989.00'1.000 in/hr Filtration through media over Surface area from 985.50' - 989.00' Conductivity to Groundwater Elevation = 960.00' Excluded Surface area = 0 sf Primary OutFlow Max=1.02 cfs @ 13.52 hrs HW=991.52' (Free Discharge) 2=Culvert (Passes 1.02 cfs of 18.59 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=RC Orifice (Orifice Controls 1.02 cfs @ 2.46 fps) 5=6" Underdrain (Passes 0.00 cfs of 2.27 cfs potential flow) 6=Filtration through media ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=989.00' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.84"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07- Printed 7/11/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond FB: Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.031 ac Peak Elev=991.52' Storage=31,882 cf 14.85 cfs 1.03 cfs 1.03 cfs 0.00 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-50.00 hrs, dt=0.01 hrs, 5001 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=0.360 ac 0.00% Impervious Runoff Depth=2.21"Subcatchment P1: Off-Site Run On Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 Runoff=1.22 cfs 0.066 af Runoff Area=2.820 ac 4.26% Impervious Runoff Depth=2.28"Subcatchment P2: Uncontrolled Flow Length=240' Slope=0.0470 '/' Tc=14.9 min CN=80/98 Runoff=8.28 cfs 0.536 af Runoff Area=2.780 ac 37.05% Impervious Runoff Depth=2.86"Subcatchment P3: Captured Tc=7.0 min CN=80/98 Runoff=13.05 cfs 0.662 af Runoff Area=4.891 ac 52.94% Impervious Runoff Depth=2.43"Subcatchment S3: S3 per 15100 WSB Model Tc=15.0 min CN=57/98 Runoff=13.29 cfs 0.991 af Inflow=10.10 cfs 1.692 afReach PT: Proposed Total to Wetland Outflow=10.10 cfs 1.692 af Peak Elev=992.39' Storage=45,924 cf Inflow=24.86 cfs 1.720 afPond FB: Filtration Basin Primary=3.56 cfs 1.155 af Secondary=0.00 cfs 0.000 af Outflow=3.56 cfs 1.155 af MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Off-Site Run On Runoff = 1.22 cfs @ 12.18 hrs, Volume= 0.066 af, Depth= 2.21" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.360 80 Weighted Average 0.360 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0200 0.16 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment P1: Off-Site Run On Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=0.360 ac Runoff Volume=0.066 af Runoff Depth=2.21" Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 1.22 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 13HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Uncontrolled Runoff = 8.28 cfs @ 12.23 hrs, Volume= 0.536 af, Depth= 2.28" Routed to Reach PT : Proposed Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.120 98 Paved parking, HSG D 2.700 80 >75% Grass cover, Good, HSG D 2.820 81 Weighted Average 2.700 80 95.74% Pervious Area 0.120 98 4.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 240 0.0470 0.27 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment P2: Uncontrolled Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=2.820 ac Runoff Volume=0.536 af Runoff Depth=2.28" Flow Length=240' Slope=0.0470 '/' Tc=14.9 min CN=80/98 8.28 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 14HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Captured Runoff = 13.05 cfs @ 12.14 hrs, Volume= 0.662 af, Depth= 2.86" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 1.030 98 Paved parking, HSG D 1.750 80 >75% Grass cover, Good, HSG D 2.780 87 Weighted Average 1.750 80 62.95% Pervious Area 1.030 98 37.05% 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: Captured Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=2.780 ac Runoff Volume=0.662 af Runoff Depth=2.86" Tc=7.0 min CN=80/98 13.05 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 15HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: S3 per 15100 WSB Model Runoff = 13.29 cfs @ 12.23 hrs, Volume= 0.991 af, Depth= 2.43" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.692 39 >75% Grass cover, Good, HSG A 0.960 61 >75% Grass cover, Good, HSG B 0.604 74 >75% Grass cover, Good, HSG C 0.982 98 Paved parking, HSG A 0.060 98 Paved parking, HSG B 0.063 98 Paved parking, HSG C 0.076 98 Paved roads w/curbs & sewers, HSG A 0.651 98 Paved roads w/curbs & sewers, HSG B 0.639 98 Paved roads w/curbs & sewers, HSG C 0.164 81 Urban industrial, 72% imp, HSG A 4.891 79 Weighted Average 2.302 57 47.06% Pervious Area 2.589 98 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment S3: S3 per 15100 WSB Model Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.20" Runoff Area=4.891 ac Runoff Volume=0.991 af Runoff Depth=2.43" Tc=15.0 min CN=57/98 13.29 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 16HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total to Wetland Inflow Area = 10.851 ac, 34.46% Impervious, Inflow Depth > 1.87" for 10-Year event Inflow = 10.10 cfs @ 12.27 hrs, Volume= 1.692 af Outflow = 10.10 cfs @ 12.27 hrs, Volume= 1.692 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total to Wetland Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=10.851 ac 10.10 cfs 10.10 cfs MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 17HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond FB: Filtration Basin Inflow Area = 8.031 ac, 45.06% Impervious, Inflow Depth = 2.57" for 10-Year event Inflow = 24.86 cfs @ 12.16 hrs, Volume= 1.720 af Outflow = 3.56 cfs @ 12.76 hrs, Volume= 1.155 af, Atten= 86%, Lag= 36.1 min Primary = 3.56 cfs @ 12.76 hrs, Volume= 1.155 af Routed to Reach PT : Proposed Total to Wetland Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach PT : Proposed Total to Wetland Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 992.39' @ 12.76 hrs Surf.Area= 17,323 sf Storage= 45,924 cf Plug-Flow detention time= 262.8 min calculated for 1.155 af (67% of inflow) Center-of-Mass det. time= 185.2 min ( 959.8 - 774.7 ) Volume Invert Avail.Storage Storage Description #1 989.00' 100,925 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 989.00 10,243 0 0 991.00 13,988 24,231 24,231 993.50 20,006 42,493 66,724 994.50 23,584 21,795 88,519 995.00 26,040 12,406 100,925 Device Routing Invert Outlet Devices #1 Secondary 994.50'10.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 0.5' Crest Height #2 Primary 981.00'15.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 981.00' / 975.50' S= 0.1222 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #3 Device 2 994.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 2 991.00'12.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 985.50'6.0" Vert. 6" Underdrain C= 0.600 Limited to weir flow at low heads #6 Device 5 989.00'1.000 in/hr Filtration through media over Surface area from 985.50' - 989.00' Conductivity to Groundwater Elevation = 960.00' Excluded Surface area = 0 sf Primary OutFlow Max=3.56 cfs @ 12.76 hrs HW=992.39' (Free Discharge) 2=Culvert (Passes 3.56 cfs of 19.38 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=RC Orifice (Orifice Controls 3.56 cfs @ 4.53 fps) 5=6" Underdrain (Passes 0.00 cfs of 2.44 cfs potential flow) 6=Filtration through media ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=989.00' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.20"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-07 Printed 7/11/2025Prepared by Measure Group LLC Page 18HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond FB: Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.031 ac Peak Elev=992.39' Storage=45,924 cf 24.86 cfs 3.56 cfs 3.56 cfs 0.00 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 19HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-50.00 hrs, dt=0.01 hrs, 5001 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=0.360 ac 0.00% Impervious Runoff Depth=4.86"Subcatchment P1: Off-Site Run On Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 Runoff=2.62 cfs 0.146 af Runoff Area=2.820 ac 4.26% Impervious Runoff Depth=4.95"Subcatchment P2: Uncontrolled Flow Length=240' Slope=0.0470 '/' Tc=14.9 min CN=80/98 Runoff=17.71 cfs 1.163 af Runoff Area=2.780 ac 37.05% Impervious Runoff Depth=5.63"Subcatchment P3: Captured Tc=7.0 min CN=80/98 Runoff=25.34 cfs 1.305 af Runoff Area=4.891 ac 52.94% Impervious Runoff Depth=4.82"Subcatchment S3: S3 per 15100 WSB Model Tc=15.0 min CN=57/98 Runoff=27.19 cfs 1.964 af Inflow=23.00 cfs 4.013 afReach PT: Proposed Total to Wetland Outflow=23.00 cfs 4.013 af Peak Elev=994.39' Storage=85,881 cf Inflow=49.69 cfs 3.415 afPond FB: Filtration Basin Primary=10.31 cfs 2.850 af Secondary=0.00 cfs 0.000 af Outflow=10.31 cfs 2.850 af MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 20HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Off-Site Run On Runoff = 2.62 cfs @ 12.18 hrs, Volume= 0.146 af, Depth= 4.86" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 0.360 80 Weighted Average 0.360 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.0200 0.16 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment P1: Off-Site Run On Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=0.360 ac Runoff Volume=0.146 af Runoff Depth=4.86" Flow Length=100' Slope=0.0200 '/' Tc=10.4 min CN=80/0 2.62 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 21HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Uncontrolled Runoff = 17.71 cfs @ 12.23 hrs, Volume= 1.163 af, Depth= 4.95" Routed to Reach PT : Proposed Total to Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.120 98 Paved parking, HSG D 2.700 80 >75% Grass cover, Good, HSG D 2.820 81 Weighted Average 2.700 80 95.74% Pervious Area 0.120 98 4.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 240 0.0470 0.27 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.84" Subcatchment P2: Uncontrolled Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=2.820 ac Runoff Volume=1.163 af Runoff Depth=4.95" Flow Length=240' Slope=0.0470 '/' Tc=14.9 min CN=80/98 17.71 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 22HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Captured Runoff = 25.34 cfs @ 12.14 hrs, Volume= 1.305 af, Depth= 5.63" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 1.030 98 Paved parking, HSG D 1.750 80 >75% Grass cover, Good, HSG D 2.780 87 Weighted Average 1.750 80 62.95% Pervious Area 1.030 98 37.05% 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: Captured Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=2.780 ac Runoff Volume=1.305 af Runoff Depth=5.63" Tc=7.0 min CN=80/98 25.34 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 23HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: S3 per 15100 WSB Model Runoff = 27.19 cfs @ 12.23 hrs, Volume= 1.964 af, Depth= 4.82" Routed to Pond FB : Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-50.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.692 39 >75% Grass cover, Good, HSG A 0.960 61 >75% Grass cover, Good, HSG B 0.604 74 >75% Grass cover, Good, HSG C 0.982 98 Paved parking, HSG A 0.060 98 Paved parking, HSG B 0.063 98 Paved parking, HSG C 0.076 98 Paved roads w/curbs & sewers, HSG A 0.651 98 Paved roads w/curbs & sewers, HSG B 0.639 98 Paved roads w/curbs & sewers, HSG C 0.164 81 Urban industrial, 72% imp, HSG A 4.891 79 Weighted Average 2.302 57 47.06% Pervious Area 2.589 98 52.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment S3: S3 per 15100 WSB Model Runoff Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-Year Rainfall=7.18" Runoff Area=4.891 ac Runoff Volume=1.964 af Runoff Depth=4.82" Tc=15.0 min CN=57/98 27.19 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 24HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total to Wetland Inflow Area = 10.851 ac, 34.46% Impervious, Inflow Depth > 4.44" for 100-Year event Inflow = 23.00 cfs @ 12.24 hrs, Volume= 4.013 af Outflow = 23.00 cfs @ 12.24 hrs, Volume= 4.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total to Wetland Inflow Outflow Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=10.851 ac 23.00 cfs 23.00 cfs MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 25HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond FB: Filtration Basin Inflow Area = 8.031 ac, 45.06% Impervious, Inflow Depth = 5.10" for 100-Year event Inflow = 49.69 cfs @ 12.16 hrs, Volume= 3.415 af Outflow = 10.31 cfs @ 12.61 hrs, Volume= 2.850 af, Atten= 79%, Lag= 27.0 min Primary = 10.31 cfs @ 12.61 hrs, Volume= 2.850 af Routed to Reach PT : Proposed Total to Wetland Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach PT : Proposed Total to Wetland Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 994.39' @ 12.61 hrs Surf.Area= 23,180 sf Storage= 85,881 cf Plug-Flow detention time= 219.6 min calculated for 2.850 af (83% of inflow) Center-of-Mass det. time= 162.3 min ( 932.2 - 769.9 ) Volume Invert Avail.Storage Storage Description #1 989.00' 100,925 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 989.00 10,243 0 0 991.00 13,988 24,231 24,231 993.50 20,006 42,493 66,724 994.50 23,584 21,795 88,519 995.00 26,040 12,406 100,925 Device Routing Invert Outlet Devices #1 Secondary 994.50'10.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 0.5' Crest Height #2 Primary 981.00'15.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 981.00' / 975.50' S= 0.1222 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #3 Device 2 994.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 2 991.00'12.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 985.50'6.0" Vert. 6" Underdrain C= 0.600 Limited to weir flow at low heads #6 Device 5 989.00'1.000 in/hr Filtration through media over Surface area from 985.50' - 989.00' Conductivity to Groundwater Elevation = 960.00' Excluded Surface area = 0 sf Primary OutFlow Max=10.30 cfs @ 12.61 hrs HW=994.39' (Free Discharge) 2=Culvert (Passes 10.30 cfs of 21.11 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Weir Controls 3.88 cfs @ 2.03 fps) 4=RC Orifice (Orifice Controls 6.43 cfs @ 8.18 fps) 5=6" Underdrain (Passes 0.00 cfs of 2.78 cfs potential flow) 6=Filtration through media ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=989.00' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.18"6_HCAD_Minnewashta Apts_Chanhassen MN_2025-0 Printed 7/11/2025Prepared by Measure Group LLC Page 26HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond FB: Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 50484644424038363432302826242220181614121086420Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=8.031 ac Peak Elev=994.39' Storage=85,881 cf 49.69 cfs 10.31 cfs 10.31 cfs 0.00 cfs Appendix D: Operations & Maintenance Documents (Declaration and Exhibits) [MAINTAIN 4” MARGIN] DECLARATION THIS DECLARATION (Declaration) is made this ______ day of ___________, 201_, by and INSERT NAME OF PERMITTEE ], a(n) [INSERT DESCRIPTION OF PERMITTEE (e.g. “a Minnesota limited liability company”or“individual”] (Declarant) in favor of the Minnehaha Creek Watershed District (MCWD), a special purpose local unit of government with purposes and powers pursuant to Minnesota Statutes Chapters 103B and 103D. RECITALS WHEREAS Declarant owns real property within the City of [NAME OF CITY], [CARVER/HENNEPIN] County, Minnesota, platted and legally described as: [INSERT LEGAL DESCRIPTION] (the Property) and no one other than Declarant, [NAME HERE ANY PARTY OTHER THAN DECLARANT (FEE TITLE OWNER) HOLDING AN OWNERSHIP INTEREST IN THE PROPERTY AND ATTACH A COMPLETED CONSENT AND SUBORDINATION FROM EACH], has any right, title or interest in the Property; and WHEREAS, the Property constitutes the entirety of the land to which MCWD Permit # _____ applies; and WHEREAS, the Declarant desires to subject the Property to certain conditions and restrictions imposed by the MCWD as a condition to issuance of Permit # _____ for the mutual benefit of the MCWD and the owners of the Property. NOW, THEREFORE, Declarant makes this Declaration and hereby declares that this Declaration shall constitute covenants to run with the Property in perpetuity, and further declares that the Property shall be owned, used, occupied and conveyed subject to the covenants, restrictions, easements, charges and liens set forth in this Declaration, all of which shall be 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 identified on the scaled site plan for the Property attached hereto and incorporated herein as Attachment A will be maintained in perpetuity in accordance with as follows: 1. WETLAND BUFFER AREAS a. Buffer vegetation will not be cultivated, cropped, pastured, mowed, fertilized, subject to the placement of mulch or yard waste, or otherwise disturbed, except for periodic cutting or burning that promotes the health of the buffer, actions to address disease or invasive species, mowing for purposes of public safety, temporary disturbance for placement or repair of buried utilities, or other actions to maintain or improve buffer quality, each as approved by MCWD staff in writing. Pesticides and herbicides may be used in accordance with Minnesota Department of Agriculture rules and guidelines. No new structure or hard surface will be placed within a buffer, except that construction of a trail or path of no more than 4 feet in width to provide riparian access through the buffer is acceptable. No fill, debris or other material will be excavated from or placed within a buffer. b. Permanent wetland buffer monuments will be maintained in the locations shown on the approved site plan. Language shall indicate the purpose of the buffer, restrictions, and the name and phone number of the Minnehaha Creek Watershed District. 2. STORMWATER FACILITIES a. Raingardens, infiltration basins and filtration basins. 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. b. Reporting. The Declarant will submit to the MCWD annually a brief written report that describes stormwater facility maintenance activities performed under this declaration, including dates, locations of inspections and the maintenance activities performed. 1. Violation. Both the Declarant and a subsequent property owner are liable to the MCWD for performance under this Declaration, and the MCWD 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 to enforce the Declaration. 2. “Property owner” as used in this Declaration means the owner of the property on which is located the facilities to which the obligations herein apply. 3. 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: ________________________________ (signature) By: ____________________________ (print name) _________________________________ (title) of _______________________________ (company or organization) [DELETE SECTION HIGHLIGHTED IN BLUE IF SIGNING IN AN INDIVIDUAL CAPACITY; INCLUDE COMPLETED SECTION IN BLUE FOR ACKNOWLEDGEMENT IN A REPRESENTATIVE CAPACITY, E.G., AS AN OFFICER OF A COMPANY)] State of ______________________ County of ______________________ This instrument was acknowledged before me on _____________ (date) by ______________________ (name(s) of person(s)) as_____________________ (type of authority, e.g., officer, trustee, etc.) of _________________________________ (name of party on behalf of whom the instrument was executed). (DELETE SECTION HIGHLIGHTED IN BLUE FOR ACKNOWLEDGEMENT IN AN INDIVIDUAL CAPACITY; INCLUDE COMPLETED SECTION IN BLUE FOR ACKNOWLEDGEMENT IN A REPRESENTATIVE CAPACITY, E.G., AS AN OFFICER OF A COMPANY) ______________________ (Signature of notarial officer) (Stamp) ______________________ Title (and Rank) My commission expires: This Instrument Was Drafted By: [INSERT NAME AND ADDRESS OF WHOEVER FILLED OUT THE TEMPLATE] CONSENT and NON-DISTURBANCE Legal description of Subject Property: [insert] _______________ County, Minnesota ________________________ is the current holder and owner of a Mortgage, made and subscribed by ____________________ and filed for record on [insert date], as Document No. _____________, in the Office of the County Recorder, _______________ County, Minnesota. ________________________ hereby consents to the attached Declaration executed by ___________________ to the Minnehaha Creek Watershed District, and joins in the execution hereof solely as lien holder and hereby agrees that in the event of the foreclosure of the Mortgage, or other sale of the Subject Property described in said Mortgage under judicial or non-judicial proceedings, the same shall be sold subject to said Declaration. Signed and executed this ____ day of __________________, 20___. ______________________ By: ______________________________ [insert name and title] STATE OF _____________________ COUNTY OF ____________________ BEFORE ME, the undersigned authority, on this day personally appeared __________________, [insert title] of _____________________, known to me to be the person and officer whose name is subscribed to the foregoing instrument and who acknowledged to me that (s)he executed the same for the purposes and consideration therein expressed, in the capacity therein stated, as the act and deed of _________________. GIVEN UNDER MY HAND AND SEAL OF OFFICE THIS ______ day of _________________, 20___. ________________________________________ Notary Public MIN N E S O T A H I G H W A Y N O . 4 1 ( H A Z E L T I N E B L V D ) ORIOLE AVENUE OEOEOEOE OE OE OE OE OE OE OE UE UE UE UE UE UE UE UE UE UE G G G G G G G G G G G G||3 STORYMULTIFAMILY44 UNITSFFE: 1011.00GFE: 1000.33HYDSTORMWATERFILTRATION BASINTOP BERM: 995.00EO: 994.50HWL:994.39BOT:989.00BOT(SAND):985.25WLWLWL |||||||||||||||DDDSSSCITY OF CHANHASSENDRAINAGE, UTILITY, ANDTRANSPORTATIONEASEMENTLODLODLOD LOD LOD LODLODLOD LOD LOD LOD LOD LODLODL O D L O D L O DLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLO D LO D LO D LO D LO D LO D LO D LO D LO D LO D -1.6%-4 .9% -1.4% -1.7%-1.6%-33.3%-2.3%-2.0%-5.0%-2.4 %-2.0%-2.0%-33.3%-24.4%-33.3%-7.5%-33.5%-27.5%-3 3 . 3 % -2.2% -7. 5 %-5.1%-6.5%-10.0%-4.5%-1.5% -2.0%-4.5%-2.5%-33.3%-33.3% 10 1 9 1 0 2 0 10 2 11012101310141015101610171 0 1 8 101910201016 1017 1018 1016101710189849859869879889899879889899909891022995996997998999100010011002100310 0 4 100 5 100 6 10 0 7 10 0 8 10 0 9 1010101110121007 1008 1009 1010 101 1 1012 1013 1014 10151001100299699799899910001001 9951017 1018 1010 1011 1011101510 2 1 10 1 0 10 1 1 985985995995989995989995996982985979990995990980990995980985990995995988989985990995993989995996 9849939919899919961010100810091000 1015101610131014-3 .8%1011.001011.001011.001011.001009.801009.001007.50 TW1001.00 BW1000.23999.83999.801000.101000.001000.001010.501011.001008.951009.501009.651009.651009.901009.901010.001009.701010.001013.101012.901012.501018.901018.501016.351020.30 M.E.1007.70 E.O.1007.501007.601007.201017.201018.501002.40 TW1001.90 BW1000.90 BW1007.00 TW997.00 BW1008.50 TW1012.20 BW1013.20 TW996.50 BW1010.80 TW1010.00 BW1012.00 TW1010.251010.601010.201009.001018.271018.001005.80 TW1004.80 TW1017.001018.371013.901014.001010.601010.801010.701011.701011.801009.721009.551009.45994.50 E.O.1000.101000.001000.001000.001000.001000.101010.501010.001010.001010.501009.901009.901022.101022.101011.001009.201009.801011.301008.901008.751008.401009.601009.001008.661009.101009.051011.001010.921010.60995.00996.00995.00995.00995.00995.00995.00995.00995.00995.00995.00995.00995.001012.001012.201012.001017.501019.301018.60 M.E.10171018-0.6%101710181010.20 E.O.1010.501010.50-1.50%1000.00DescriptionRev.DateMINNEWASHTA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-102PMJM06/13/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Minnewashta MF\CAD\Sheets\GRADING PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:Sheet: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, PEMAINTENANCEEXHIBIT ALEGENDSCALE IN FEET08040PROPERTY 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 CURBFILTRATIONBASINWETLANDBUFFER Appendix E : Notice of Decision, Wetland Boundary (12/01/2017) Minnesota Wetland Conservation Act Notice of Decision Local Government Unit (LGU) Address City of Chanhassen 7700 Market Boulevard, PO Box 147 Chanhassen, MN 55317 1. PROJECT INFORMATION Applicant Name Project Name Date of Application Tyler Stevens, Beehive Homes of Beehive Homes, V Addition Application Number Excelsior 11/6/2017 2017-12 Attach site locator map. Type of Decision: ® Wetland Boundary or Type ❑ No -Loss ❑ Exemption ❑ Sequencing ❑ Replacement Plan ❑ Banking Plan Technical Evaluation Panel Findings and Recommendation (if any): ❑ Approve ❑ Approve with conditions ❑ Deny Summary (or attach): 2. LOCAL GOVERNMENT UNIT DECISION Date of Decision: December 1, 2017 ® Approved ❑ Approved with conditions (include below) ❑ Denied LGU Findings and Conclusions (attach additional sheets as necessary): Kjolhaug Environmental, on behalf of Beehive Homes of Excelsior, has performed a wetland determination and boundary delineation for the proposed Beehive Homes, 3' Addition Project. The proposed project entails the construction of a senior living facility. The project is located at 6440 Hazeltine Blvd, within Section 4, T116N, R23W, within the City of Chanhassen, and has a PID of 250940020. The delineation identified one wetland basin within the project area, identified as Wetland 1. This wetland basin has been identified as a Type l/Type 3, fresh (wet) meadow and shallow marsh wetland. This wetland is part of a larger wetland that extends southwest off -site. Another area was investigated and identified as SP-A. This area is identified on the City's Wetland Inventory Map, but was determined to be non -wetland within the delineation report, and verified in the field by the LGU. Wetland 1 has been identified on the National Wetland Inventory map. It is not identified on the DNR Public Waters Inventory. Additional information can be found in the attached wetland delineation packet and application. Based upon our review, the City of Chanhassen, as the LGU responsible for administration of Minnesota R. 8420, concurs with the delineated boundary and types as identified in the wetland determination and delineation report prepared by Kjolhaug Environmental, dated November 3, 2017, and the wetland boundaries shown within the report. The Application for Wetland Boundary and Type was noticed on November 6, 2017. No additional comments were received from the Technical Evaluation Panel members or from the public. This concludes our review. Upon the provision of the electronic representation of the delineated boundaries (*.shp or *.dwg), this delineation will be considered approved. BWSR Forms 11-25-09 Page 1 of 3 For Replacement Plans using credits from the State Wetland Bank: Bank Account # Bank Service Area County Credits Approved for Withdrawal (sq. ft. or nearest .01 acre Replacement Plan Approval Conditions. In addition to any conditions specified by the LGU, the approval of a Wetland Replacement Plan is conditional upon the following: ❑ Financial Assurance: For project -specific replacement that is not in -advance, a financial assurance specified by the LGU must be submitted to the LGU in accordance with MN Rule 8420.0522, Subp. 9 (List amount and type in LGU Findings). ❑ Deed Recording: For project -specific replacement, evidence must be provided to the LGU that the BWSR "Declaration of Restrictions and Covenants" and "Consent to Replacement Wetland" forms have been filed with the county recorder's office in which the replacement wetland is located. ❑ Credit Withdrawal: For replacement consisting of wetland bank credits, confirmation that BWSR has withdrawn the credits from the state wetland bank as specified in the approved replacement plan. Wetlands may not be impacted until all applicable conditions have been met! LGU Authorized Signature: Signing and mailing of this completed form to the appropriate recipients in accordance with 8420.0255, Subp. 5 provides notice that a decision was made by the LGU under the Wetland Conservation Act as specified above. If additional details on the decision exist, they have been provided to the landowner and are available from the LGU upon request. Name Title Vanessa Strong Water Resources Coordinator Signature Date Phone Number and E-mail 952.227.1168 1211177 vstron ci.chanhassen.mn.us THIS DECISION ONLY APPLIES TO THE MINNESOTA WETLAND CONSERVATION ACT. Additional approvals or permits from local, state, and federal agencies may be required. Check with all appropriate authorities before commencing work in or near wetlands. Applicants proceed at their own risk if work authorized by this decision is started before the time period for appeal (30 days) has expired. If this decision is reversed or revised under appeal, the applicant may be responsible for restoring or replacing all wetland impacts. This decision is valid for three years from the date of decision unless a longer period is advised by the TEP and specified in this notice of decision. 3. APPEAL OF THIS DECISION Pursuant to MN Rule 8420.0905, any appeal of this decision can only be commenced by mailing a petition for appeal, including applicable fee, within thirty (30) calendar days of the date of the mailing of this Notice to the following as indicated: Check one: ® Appeal of an LGU staff decision. Send ❑ Appeal of LGU governing body decision. petition and $50.00 fee (if applicable) to: Send petition and $500 filing fee to: Chanhassen City Council Executive Director c/o Todd Gerhardt, City Manager Minnesota Board of Water and Soil Resources 7700 Market Blvd, PO Box 147 520 Lafayette Road North Chanahssen, MN 55317 St. Paul, MN 55155 BWSR Forms 11-25-09 Page 2 of 3 4. LIST OF ADDRESSEES ® SWCD TEP member: Aaron Finke ® BWSR TEP member: Ben Carlson ❑ LGU TEP member (if different than LGU Contact): ❑ DNR TEP member (notice only): Becky Horton ❑ DNR Regional Office (if different than DNR TEP member) ® WD or WMO (if applicable): Minnehaha Creek Watershed District ® Applicant (notice only) and Landowner (if different): Tyler Stevens, Beehive Homes ® Members of the public who requested notice (notice only): Andrew Krinke, Melissa Barrett, Kjolhaug Environmental Services ® Corps of Engineers Project Manager (notice only) Melissa Jenny n BWSR Wetland Bank Coordinator (wetland bank nlan applications onlvl 5. MAILING INFORMATION ➢For a list of BWSR TEP representatives, see: www.bwsr.state.mn.us/aboutbwsr/workareas[WCA areas.pdf ➢For a list of DNR TEP representatives, see: www.bwsr.state.mn.us/wetlands/wea/DNR TEP_contacts.pdf ➢Department of Natural Resources Regional Offices: NW Region: NE Region: Central Region: Southern Region: Reg. Env. Assess. Ecol. Reg. Env. Assess. Ecol. Reg. Env. Assess. Reg. Env. Assess. Ecol. Div. Ecol. Resources Div. Ecol. Resources Ecol. Div, Ecol. Resources 2115 Birchmont Beach Rd. 1201 E. Hwy. 2 Div. Ecol. Resources 261 Hwy. 15 South NE Grand Rapids, MN 1200 Warner Road New Ulm, MN 56073 Bemidji, MN 56601 55744 St. Paul, MN 55106 For a map of DNR Administrative Regions, see: httt)://files.dnr.state.mn.us/aboutdnr/dnr reaions.pdf ➢For a list of Corps of Project Managers, see: www.mvD.usace.armv.mil/regulatorv/default.asi)?nageid=687 or send to: ➢Dept. of the Army, Corps of Engineers, St. Paul District ATIX CO-R, 190 Fifth Street East St. Paul, MN 55101-1638 ➢For Wetland Bank Plan applications, also send a copy of the application to: Minnesota Board of Water and Soil Resources Wetland Bank Coordinator 520 Lafayette Road North St. Paul, MN 55155 6. ATTACHMENTS In addition to the site locator map, list any other attachments: ® Joint Water Resources Application for Approval of Wetland Type and Boundary, dated November 6, 2017. ® Wetland Delineation Report Packet, dated November 3, 2017. BWSR Forms 11-25-09 Page 3 of 3 9809829849989969929949869889909789761002100410001006100810101012101410169749 7 2 9 7 0 9689 6 6 10189 6 4 962102096010221024102610281030103210341036103810409581042104410461048105010529 5 6 105410181020992 98810221024Figure 2 - Existing Conditions (2016 MnGEO Photo) Beehive Site (KES 2017-197)Chanhassen, Minnesota Note: Boundaries indicatedon this figure are approximate and do not constitute an official survey product. ¯0 275 Feet Source: Minnesota DNR (2013), USFWS SP-A Wetland 10.11-ac onsite This figure represents a desktop sketch of the wetland bo undary. An off icial survey will be submitted when complete. Legend Site Location Transect Sample Point Wetland Boundary Carver County Lidar SP-A Appendix F: Phase I Environmental Site Assessment (11/30/2020)   Phase II Environmental Site Assessment    Proposed Chanhassen Townhomes  6440 Hazeltine Blvd  Chanhassen, MN    Prepared for    Inland Development Partners, LLC                                                            Project B2007270  November 30, 2020    Braun Intertec Corporation      AA/EOE  Braun Intertec Corporation  11001 Hampshire Avenue S  Minneapolis, MN 55438  Phone: 952.995.2000 Fax:   952.995.2020  Web:  braunintertec.com  November 30, 2020 Project B2007270      Mr. Steve Schwanke  Inland Development Partners, LLC  100 Lake Street West, Suite 200  Wayzata, Minnesota    Re: Phase II Environmental Site Assessment  Proposed Chanhassen Townhomes  6440 Hazeltine Blvd  Chanhassen, Minnesota    Dear Mr. Schwanke:    On behalf of Inland Development Partners, LLC, Braun Intertec Corporation conducted a Phase II  Environmental Site Assessment (ESA) of the above‐referenced site (Site) in accordance with the  authorized scope of services described in our proposal dated August 14, 2020. The Phase II ESA was  prepared in association with the proposed purchase and redevelopment of the Site. For a complete  discussion of our assessment, please refer to the attached Phase II ESA report. The objective of the   Phase II ESA was to evaluate potential soil, groundwater, and soil vapor impacts at the Site in areas of  future development.     This Phase II ESA was prepared on behalf of and for use by Inland Development Partners, LLC. No other  party has a right to rely on the contents of this Phase II ESA without the written authorization of  Braun Intertec.    We appreciate the opportunity to provide our professional services to you for this project. If you have  any questions or comments regarding this report or the project in general, please contact Becca Primus  at 952.995.2667 or Steve Jansen at 952.995.2645.    Sincerely,    BRAUN INTERTEC CORPORATION        Becca Primus  Senior Scientist        Stephen T. Jansen, MS, PG  Vice President, Principal Scientist    Attachment:  Phase II Environmental Site Assessment Report      Table of Contents  Description Page  A. Introduction ...................................................................................................................................... 1  A.1. Authorization ....................................................................................................................... 1  A.2. Project Objective ................................................................................................................. 1  B. Site Background ................................................................................................................................ 1  B.1. Site Location and Description .............................................................................................. 1  B.2. Proposed Development ....................................................................................................... 2  B.3. Previous Site Investigations ................................................................................................. 2  B.4. Published Geologic Information .......................................................................................... 3  B.4.a. Topography ............................................................................................................ 3  B.4.b. Geology .................................................................................................................. 3  B.4.c. Hydrogeology ......................................................................................................... 3  C. Scope of Services .............................................................................................................................. 3  C.1. Deviations from Work Plan/Proposal .................................................................................. 4  D. Investigation Methods and Procedures ........................................................................................... 5  D.1. Soil Evaluation ..................................................................................................................... 5  D.1.a. Soil borings ............................................................................................................. 5  D.1.b. Soil Classification and Monitoring .......................................................................... 6  D.1.c. Soil Analyses ........................................................................................................... 6  D.2. Groundwater Evaluation ..................................................................................................... 6  D.2.a. Groundwater Analyses ........................................................................................... 7  D.3. Soil Vapor Evaluation .......................................................................................................... 7  D.3.a. Soil Vapor Probes ................................................................................................... 7  E. Investigation Results ........................................................................................................................ 8  E.1. Geologic Conditions ............................................................................................................ 8  E.2. Hydrogeology ...................................................................................................................... 8  E.3. Field Screening .................................................................................................................... 8  E.4. Soil Analytical Results .......................................................................................................... 9  E.5. Groundwater Analytical Results .......................................................................................... 9  E.6. Soil Vapor Analytical Results ............................................................................................. 10  E.7. Quality Assurance/Quality Control .................................................................................... 11  F. Conclusions ..................................................................................................................................... 11  G. Recommendations ......................................................................................................................... 12  H. Assessment Limitations .................................................................................................................. 12         Table of Contents (continued)    Figures   1: Site Location Map  2: Investigation Location Sketch       Tables   1: Boring Locations and Analytical Testing Summary  2: Soil Analytical Results   3: Groundwater Analytical Results   4: Soil Vapor Analytical Results       Appendices   A: Proposed Concept Plans  B: Soil Boring Logs   C: Laboratory Analytical Reports  D: Standard Operating Procedures        A. Introduction    A.1. Authorization    Braun Intertec Corporation received authorization from Mr. Steve Schwanke of Inland Development  Partners, LLC (IDP) to conduct a Phase II Environmental Site Assessment (ESA) of the Proposed  Chanhassen Townhomes Site located at 6440 Hazeltine Blvd in Chanhassen, Minnesota (Site), in  accordance with the scope of services described in Braun Intertec’s proposal dated August 15, 2020. The  Phase II ESA was prepared in association with the proposed purchase and redevelopment of the Site.    This Phase II ESA was prepared on behalf of and for use by IDP in accordance with the contract between  IDP and Braun Intertec. No other party has a right to rely on the contents of this Phase II ESA without the  written authorization of Braun Intertec.    The Phase II ESA was conducted concurrently with the geotechnical evaluation and Phase I ESA of the  site, the results of which are provided under separate cover and should be reviewed in conjunction with  this report to understand both the geotechnical aspects and environmental aspects of the site and how  they may impact one another.    A.2. Project Objective    The objective of the Phase II ESA was to evaluate the potential soil, groundwater and soil vapor impacts  at the Site and to determine the need for potential response actions as part of redevelopment.      B. Site Background    B.1. Site Location and Description    The Site is located at 6440 Hazeltine Blvd, Chanhassen, Minnesota (see Figure 1). The Site is located  within the NE quarter of Section 4, Township 116 North, Range 23 West, in the city of Chanhassen,  Carver Country, Minnesota. The Site is bordered on the north by Trouvalle Memory Care Suites and other  residential properties with commercial and residential properties located beyond; on the east by  Hazeltine Boulevard (Highway 41) and Minnetonka Middle School with residential properties located  beyond; on the south and west by wooded parkland with parkland and residential properties located  beyond.   Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 2    The Site is a vacant wooded and grass covered parcel totaling approximately 5.51 acres in size. The Site  was historically used as residential property with a family operated florist/greenhouse business from at  least the 1930s until the 2010s. The Site has been vacant since approximately 2016 when the former Site  dwelling and any associated remaining structures were demolished.     Historically, the Site has been used as residential and agricultural land; however, all buildings were  demolished by approximately 2016. The Site is bordered on the north by residential property and a  memory care center with a shopping center and gas station located beyond; on the east by a middle  school with residences located beyond; on the south by vacant land with more vacant land located  beyond; and the west by a small park with residences located beyond.     B.2. Proposed Development    The client is considering acquisition and redevelopment of the Site into 28‐single family detached  townhome buildings with associated roadways and stormwater ponds. The residential buildings will have  full or walk‐out basements depending on Site topography.      Proposed concept plans are included in Appendix A.    B.3. Previous Site Investigations    Braun Intertec Completed a Phase I ESA at the Site in September 2020 which are presented in the report  titled: Phase I Environmental Site Assessment, Residential Development, 6440 Hazeltine Blvd,  Chanhassen, Minnesota, dated September 15, 2020.     According to the Phase I ESA, the Site was developed by the 1930s for residential and agricultural uses  including a flourish greenhouse and orchard. All buildings on the Site were demolished by 2016 and it has  been vacant since.     The 2020 Phase I ESA identified no Recognized Environmental Conditions (RECs), no historical RECs, and  no controlled RECs associated with the Site.     The following additional considerations were identified during the 2020 Phase I ESA:     Historically, buildings were located near the northeastern corner of the Site associated with a dwelling  and a greenhouse florist business. It is unknown if the demolition debris associated with the former  buildings was buried on the Site or hauled away for disposal. The potential exists that buried materials  Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 3    are present at the Site that require management as solid or hazardous waste. If fill soils, which could  include demolition debris and other wastes, are encountered during redevelopment additional  evaluation of the fill soils might be required for management and disposal purposes.    Our records review identified a former well on the Site. The potential exists for other wells or a septic  system to be located at the Site. Any remaining wells or septic systems encountered during future Site  development activities should be properly abandoned in accordance with Minnesota Department of  Health (MDH) regulations.       B.4. Published Geologic Information    B.4.a. Topography  According to the United States Geological Survey (USGS) 7.5‐minute topographic map series, Excelsior,  Minnesota quadrangle, the Site elevation ranges from approximately 1,025 feet above mean sea level  (msl) on the east side to approximately 960 feet above mean sea level l on the west side.     B.4.b. Geology  The unconsolidated sediment in the Site vicinity consists of Pleistocene age loam to clay loam described  as pebbly, unsorted, with scattered cobbles and rare boulders (Lusardi, B. A., 2009). The bedrock  elevation in the Site vicinity is approximately 700 feet msl (Mossler, J.H., 2009). The upper most bedrock  unit in the Site vicinity is the Shakopee Formation of the Lower Ordovician Prairie du Chien Group, which  is described as dolostone and fine to medium grained sandstone (Mossler, J.H., 2009).     B.4.c. Hydrogeology  According to published geologic information, the elevation of the regional groundwater table in the Site  vicinity is approximately 945 feet msl (Petersen, 2014).  The regional groundwater flow direction within  the unconsolidated deposits in the Site vicinity is generally to the north, toward Lake Minnetonka  (Petersen, 2014). However, flow direction is locally influenced by nearby wells, lakes, streams, and can  vary seasonally.       C. Scope of Services  The following tasks were conducted at the Site as part of this Phase II ESA:    ƒ Coordinated with Braun Intertec’s geotechnical drilling crew to clear public utilities through  Gopher State One Call and private utilities for the investigation locations.  Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 4    ƒ Coordinated with Braun Intertec’s geotechnical drilling crew to complete soil borings, install  temporary groundwater monitoring wells, and complete soil vapor probes.    ƒ Advanced 9 environmental/geotechnical soil borings (ST‐1 through ST‐9) and collected soil  samples.    ƒ Installed two temporary monitoring wells (ST‐4 and ST‐8) and collected groundwater  samples.    ƒ Completed six temporary soil vapor probes (VP‐1 through VP‐6) and collected soil vapor  samples.    ƒ Conducted environmental monitoring during drilling and screened soil samples collected  from the borings for the presence of organic vapors using a photoionization detector (PID).  Visual and olfactory observations regarding potential contamination were also made and  recorded.    ƒ Analyzed representative samples of soil and groundwater for one or more of the following  parameters: volatile organic compounds (VOCs), polycyclic aromatic hydrocarbons (PAHs),  diesel range organics (DRO), gasoline range organics (GRO) and Resource Conservation and  Recovery Act (RCRA) metals.    ƒ Analyzed soil vapor samples for VOCs.    ƒ Evaluated the data and prepared this report.    C.1. Deviations from Work Plan/Proposal    The original proposed boring depth for all the borings was 30 feet bgs; however, the soil borings were  completed to varying depths of 21 to 31 feet bgs depending on the proposed grading plan provided prior  to drilling.   Twelve (12) soil samples for analytical testing was originally proposed; however, only eleven (11) soil  samples were collected and analyzed.     The original proposed depth for the soil vapor probes was 10 feet bgs; however, due to the grading plan  provided prior to drilling, all the soil vapor probes were completed to a depth of 5 feet bgs.    Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 5    D. Investigation Methods and Procedures    The field work relating to the investigation was conducted between August 21 and 24, 2020. Prior to  beginning the field investigation, public utilities were cleared through Gopher State One Call and private  utilities were cleared through a subcontracted private utility locator.    Field methods and results are discussed in the following sections. Investigation locations, rationale for  location selection, GPS coordinates and analytical testing parameters are included in Table 1. Soil boring  logs are provided in Appendix B, laboratory analytical reports are provided in Appendix C, and  Braun Intertec Standard Operating Procedures (SOPs) are provided in Appendix D.     Nine soil borings (ST‐1 through ST‐9), two temporary groundwater monitoring wells (ST‐4 and ST‐8), and  six soil vapor proves (VP‐1 through VP‐6) were advanced at the Site. Investigation locations are shown on  Figure 2.     D.1. Soil Evaluation    D.1.a. Soil borings  Braun Intertec advanced nine (9) soil borings, designated as ST‐1 through ST‐9 at the Site to depths  ranging from 21 to 31 feet bgs using a hollow‐stem auger rig. Drilling was conducted with a core‐and‐ auger drill equipped with 3 1/4‐inch inside‐diameter hollow‐stem auger. Soil sampling for the borings  was conducted in general accordance with American Society for Testing and Materials (ASTM) D 1586,  “Penetration Test and Split‐Barrel Sampling of Soils.” The boreholes were advanced with the hollow‐stem  auger to the desired test depths. A 140‐pound hammer falling 30 inches was then used to drive the  standard 2‐inch split‐barrel sampler a total penetration of 1 1/2 feet below the tip of the hollow‐stem  auger. After advancing the tooling, the split‐barrel sampler was removed from the borehole and the soil  sample was retrieved for field screening and classification. The process was then repeated to the  termination depths of the borings.    Prior to arrival onsite, the drill rig and sampling equipment was cleaned with a high pressure, hot water  sprayer. Between sampling locations, non‐dedicated sampling equipment was cleaned with a soap and  water scrub followed by a clean water rinse.    This investigation includes soil borings advanced to depths of 15 feet or deeper. The MDH considers any  soil boring advanced to this depth an environmental well. Upon completion, soil borings were sealed in  accordance with MDH regulations. For the two borings with temporary wells, following temporary well  use, the well materials were removed, and the boreholes were sealed in accordance with MDH  regulations.  Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 6    D.1.b. Soil Classification and Monitoring  Soils samples from the soil borings were visually and manually classified in the field by an environmental  technician using ASTM D 2487 “Standard Practice for Classification of Soils for Engineering Purposes  (Unified Soil Classification System)” and ASTM D 2488 “Standard Practice for Description and  Identification of Soils (Visual‐Manual Procedures)”. Additionally, soils were classified at the  Braun Intertec soils laboratory by a geotechnical engineer using ASTM D 2487 and ASTM D 2488.    Soil samples retrieved were examined by an environmental technician, for unusual staining, odors, and  other apparent signs of contamination. In addition, the soil samples were screened for the presence of  organic vapors using a PID. The PID was equipped with a 10.6‐electron‐volt lamp and calibrated to an  isobutylene standard. The PID was used to perform a headspace method of field analyses.     D.1.c. Soil Analyses  Selected soil samples were collected from the soil borings for laboratory analysis. Soil samples were  generally collected from depths most likely to be encountered during proposed redevelopment activities.  Soil samples were also collected from intervals where indications of contamination were observed in the  field. If no indications of contamination were observed, the soil samples were collected from the depth  most likely to be impacted based on the potential contaminant source.    Samples were submitted to Pace Analytical Services, LLC (Pace) from Minneapolis, Minnesota and  analyzed for a combination of the following parameters:    ƒ VOCs using United States Environmental Protection Agency (EPA) Method 8260  ƒ PAHs using EPA Method 8270  ƒ DRO using the Wisconsin Department of Natural Resources (WDNR) Method  ƒ GRO using WDNR Method  ƒ Eight RCRA metals using EPA Methods 6010 and 7471    Analytical parameters for soil samples collected from each boring are summarized in Table 1.    D.2. Groundwater Evaluation    Temporary monitoring wells, installed in soil borings ST‐4 and ST‐8, were sampled to evaluate  groundwater conditions at the Site. The wells were permitted with the MDH. The temporary well  locations are shown in Figure 2.     After the soil borings were advanced 5 feet into the water table, temporary wells were constructed using  1‐inch‐diameter PVC riser and 10‐foot long, 10‐slot screens. Prior to sampling, static groundwater levels  Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 7    were measured in each monitoring well to the nearest 0.01 foot and recorded. The temporary wells were  sampled using a length of new polyethylene tubing equipped with a check ball valve. Water samples  retrieved were examined by the field technician for unusual odors, petroleum‐like sheen, and other  apparent signs of contamination. The groundwater samples were placed directly into laboratory supplied  containers and submitted to the laboratory for analysis.     D.2.a. Groundwater Analyses  The groundwater samples collected from the temporary wells were submitted to Pace Analytical  (Minneapolis, MN) and analyzed for a combination of the following parameters:     ƒ VOCs using EPA Method 8260  ƒ DRO using the WDNR Method  ƒ GRO using the WDNR Method    Analytical parameters for groundwater samples collected from each temporary well are summarized in  Table 1.     D.3. Soil Vapor Evaluation    D.3.a. Soil Vapor Probes  Six temporary soil vapor probes (VP‐1 through VP‐6) were completed by Braun Intertec. Soil vapor  probes VP‐1 through VP‐8 were advanced to a depth of 5 feet bgs and then retracted to a depth of 3 feet  bgs. New, inert tubing was attached to the top of the downhole sampler, and the sampling point and  tubing were purged with a hand pump to remove two volumes of air prior to sample collection. Following  purging, organic vapor concentrations were screened with a PID and the value was recorded. The soil  vapor samples were then collected using laboratory‐supplied negative pressure air‐sample collection  canisters (1‐liter canisters) equipped with 200 milliliter per minute (mL/min) flow restrictors in  accordance with the Minnesota Pollution Control Agency (MPCA) guidelines. Following sample collection,  the temporary sampling point was removed from the borehole, and the borehole was sealed in  accordance with MDH guidelines.    The soil vapor samples were submitted to Pace and analyzed for the VOCs using EPA Method TO‐15.    Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 8    E. Investigation Results    E.1. Geologic Conditions    Soil boring logs with descriptions of the various soil strata encountered during the soil boring operations  and water level information are contained in Appendix B. The depths shown as changes between the soil  types are approximate. The actual changes may be transitional, and the transition depths are likely to be  horizontally variable.    Topsoil fill soil, consisting primarily of silty sand, was encountered from the ground surface to depths of  1 to 2 feet bgs. Fill soil consisting primarily of sandy silt and silty sand was encountered in select borings  at depths of 4 to 9 feet bgs (i.e. borings ST‐5, ST‐6 and ST‐8), followed by alluvium and/or glacial till  consisting of clayey sand, sandy lean clay, silty sand, silt, sandy silt and/or lean clay to the termination  depth of each boring.     Additional information regarding Site soils may be obtained in the Geotechnical Evaluation report.    E.2. Hydrogeology    Groundwater was encountered in three borings on the southwest portion of the Site (i.e. borings ST‐2,  ST‐3 and ST‐4) between 9 and 23 feet bgs. Groundwater was also encountered in two borings on the  north portion of the Site (i.e. ST‐6 and ST‐8) at 12 feet and 22.5 feet bgs. Groundwater flow direction was  not obtained during this investigation.    E.3. Field Screening    Soil recovered from the soil borings was screened by the field technician for evidence of contamination,  including odors, staining, and the presence of debris. No odors, staining, or debris were observed in the  soils recovered from any of the borings.    Organic vapor/PID readings were recorded for soil samples collected from each boring. Observed organic  vapor concentrations ranged from 0.0 to 7.5 parts per million (ppm), which are considered to be general  background readings; with the exception of ST‐9. The upper five‐foot interval of ST‐9 had PID readings of  15.6 and 12.7 ppm. Soil screening PID results are included on the boring logs in Appendix B.     Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 9    Groundwater samples were examined by the field technician for evidence of contamination, including  unusual odors, petroleum‐like sheen, and other apparent signs of contamination. No odors, sheens, or  other signs of contamination were observed in the groundwater recovered from any of the temporary  monitoring wells.    E.4. Soil Analytical Results    This section provides a discussion of soil analytical results. A summary of the soil analytical results is  provided in Table 2. The complete laboratory report with chain‐of‐custody forms are included in  Appendix C.    The soil analytical results can be compared with the Soil Reference Values (SRVs) and Screening Soil  Leaching Values (SLVs) which are also listed on Table 2. SRVs and SLVs are allowable risk‐based  contaminant concentrations derived by the MPCA using risk assessment methodology, modeling, and risk  management policy to guide investigation and cleanup actions. SRVs relate to direct‐contact exposure  scenarios and SLVs relate to potential leaching of contaminants to groundwater. Concentrations of  contaminants in soil, SRVs, and SLVs are expressed in units of milligrams per kilogram (mg/kg).    The following provides a summary of the soil analytical results.    ƒ No VOCs were detected at concentrations greater than or equal to the laboratory reporting  limits.    ƒ Varying concentrations of PAHs were detected in the five fill soil samples analyzed. However,  none of the PAH concentrations exceeded the respective Residential SRVs and SLVs.    ƒ Varying concentrations of the eight RCRA metals were detected in each of the soil samples  analyzed. However, none of the metal concentrations exceeded the respective Residential  SRVs and SLVs.    ƒ DRO and GRO were not detected in concentrations greater than or equal to the laboratory  reporting limits.    E.5. Groundwater Analytical Results    This section provides a discussion of the groundwater analytical results. A summary of the groundwater  analytical results is provided in Table 3. For comparison purposes, Table 3 includes current Drinking  Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 10    Water Criteria (DWC) from the MDH Human Health‐Based Water guidance applicable to groundwater.  Drinking Water Criteria include a combination of MDH Health Risk Limits (HRLs), MDH Health Based  Values (HBVs), MDH Risk Assessment Advice (RAA), and Maximum Contaminant Levels (MCLs)  established by the EPA. There are no established criteria for DRO and GRO for water that is not collected  directly from wells used as drinking water sources. Concentrations of contaminants in water and Drinking  Water Criteria are expressed in units of micrograms per liter (µg/L).    The complete laboratory reports with chain‐of‐custody forms are included in Appendix C.    The following is a summary of the groundwater analytical results:    ƒ No VOCs were detected at concentrations greater than or equal to the laboratory reporting  limits.    ƒ DRO and GRO was not detected at concentrations greater than or equal to the laboratory  reporting limits, with the exception of ST‐8. DRO was detected in ST‐8, at a concentration of  230 µg/L. There is no current no drinking water criteria established by the MDH for DRO.    E.6. Soil Vapor Analytical Results    This section provides a discussion of the soil vapor analytical results. A summary of the soil vapor  analytical results is provided in Table 4. The complete laboratory reports with chain‐of‐custody forms are  included in Appendix C.    For comparison purposes, Table 4 includes Intrusion Screening Values (ISVs). ISVs were developed by the  MPCA in coordination with the MDH as screening values for evaluating vapor intrusion risks from VOCs  identified in indoor air. The potential for indoor air to be impacted by soil vapor intrusion can also be  assessed using ISVs. Concentrations of VOCs in air or soil vapor and ISVs are expressed in units of  micrograms per cubic meter (µg/m3).    Per MPCA 2020 Vapor Investigation Guidance1, soil vapor results are compared to 33X ISVs to assess  vapor intrusion risk if building conditions are appropriate. According to the guidance, soil vapor  concentrations greater than 33X ISVs indicate a vapor source with potential vapor intrusion risk is  present. A Site with contaminant concentrations greater than 33X ISVs would typically require either  mitigation or additional assessment of potential pathways and receptors to better quantify risks, which  might include collection of sub‐slab or indoor air samples.      1 Vapor Investigation and Mitigation Decisions Best Management Practices, April 2020, c‐rem3‐06e, MPCA.  Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 11    In summary, various petroleum and non‐petroleum related VOCs were identified in the soil vapor  samples, but generally concentrations were below the Residential ISVs. It is noted that tetrachloroethene  (PCE) and/or trichloroethene (TCE) was measured slightly above the Residential ISV in three of six vapor  samples. However, the concentrations are well below the actionable level of 33X Residential ISVs.    E.7. Quality Assurance/Quality Control    Samples were placed in clean, laboratory supplied containers, preserved, labeled, and transported to the  Pace laboratory under refrigerated conditions using chain‐of‐custody procedures. Analyses were  performed using EPA or other recognized standard procedures.    A quality assessment of field procedures and analytical laboratory reports was performed to evaluate  potential effects on data quality used to support project objectives. All applicable Braun Intertec SOPs  were followed as prescribed unless otherwise noted in this report. Notable findings are provided in more  detail below and incorporated, where necessary, into this report.    A trip blank accompanied the investigative samples and was analyzed for VOCs. No contaminants were  detected in the trip blank at concentrations greater than the laboratory method reporting limits.    Data were reviewed prior to release, quality‐control guidelines were generally met, and the data are  considered usable.       F. Conclusions    Based on the results of the Phase II ESA, the following conclusions are provided:    ƒ Fill soils were encountered at the Site to depths ranging from 1 to 9 feet bgs in select borings.  The fill soils consisted of sandy silt and silty sand. Field observations and analytical testing of  the fill soils and native soils did not identify obvious impacts or intermixed debris.     ƒ Groundwater was encountered throughout the Site in select borings at depths ranging from  9 to 23 feet bgs. Field observations and analytical results did not identify any obvious impacts  to groundwater. DRO detected in one groundwater of the two samples analyzed is a low  concentration and does not represent a significant impact or risk.     Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 12    ƒ Various petroleum and non‐petroleum related VOCs were identified in the soil vapor  samples, but generally concentrations were below the Residential ISVs. It is noted that VOCs  PCE and/or TCE was detected just above the Residential ISVs but below the actionable level  of 33X Residential ISVs.        G. Recommendations    Based on the results of this Phase II ESA and planned redevelopment of the Site, the following  recommendations are provided:    ƒ A Construction Contingency Plan (CCP) should be prepared which outlines procedures for the  evaluation and management of fill soils removed as part of redevelopment related  excavation activities which may contain debris or be potentially contaminated. The CCP  should also provide procedures for addressing any other unexpected environmental issues  that may arise during redevelopment (e.g. unregistered water wells, underground storage  tanks, etc.).     ƒ IDP should consider entering the Site into the MPCA Voluntary Investigation and Cleanup  (VIC) and Petroleum Brownfields (PB) Programs to obtain approval of the CCP prior to the  start redevelopment. Participation in the MPCA VIC and PB Programs should minimize the  potential for construction delays if unknown environmental issues are encountered during  redevelopment.    ƒ As required by the 2020 MPCA Vapor Investigation Guidance, a second seasonal (i.e. heating  season) sampling event should be conducted at the Site for soil vapor to provide data for  confirming active vapor mitigation is not required for the new residential buildings. This  sampling event should be conducted between November 1, 2020 and March 31, 2021. If this  second sampling event cannot be conducted prior to the start of construction, post‐ construction sub‐slab vapor confirmation sampling may be required by the MPCA.      H. Assessment Limitations    The analyses and conclusions submitted in this report are based on field observations and the results of  laboratory analyses of soil samples, groundwater, and soil vapor samples collected from the soil borings  and soil vapor probes completed for this project.    Inland Development Partners, LLC  Project B2007270  November 30, 2020  Page 13    In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under  similar circumstances by reputable members of its profession currently practicing in the same locality. No  warranty, express or implied, is made.    Appendix G: Storm Sewer Conveyance Sizing Calculations & Exhibits Project:Client:Date:Engineer:Rain Event: 10 yearfrom to full actualSTUB* STMH-203213,052 53%4.89 0.69 3.382 7.00 0.00 7.00 6.4421.78150 24 3.90%44.4114.1 14.1 1.0STMH-203 STMH-202- 0.40 3.382 7.00 0.18 7.18 6.4421.78160 24 3.90%44.4114.1 14.1 1.0STMH-202 CB-201- 0.40 4.244 7.00 0.19 7.19 6.4427.3346 24 3.80%43.8414.0 14.8 1.2CB-201 FES-2008,281 90%0.19 0.90 4.415 7.00 0.05 7.05 6.4428.4361 24 3.80%43.8414.0 14.9 1.2*Upstream drainage area inputs from Node S3 per the provided 15100 WSB Model was used.Drain Basin-304 STMH-30311,901 10%0.27 0.46 0.124 7.00 0.00 7.00 6.440.8086 12 0.50%2.503.2 2.8 0.4STMH-303 CB-302- 0.40 0.124 7.00 0.51 7.51 6.440.8046 12 0.50%2.503.2 2.8 0.4CB-302 CB-3014,006 80%0.09 0.84 0.202 7.00 0.27 7.27 6.441.3091 12 0.50%2.503.2 3.2 0.5CB-301 STMH-20242,640 50%0.98 0.68 0.862 7.00 0.47 7.47 6.445.5520 18 0.50%7.384.2 4.6 1.0Outlet Pipe RunMinnewashta ApartmentsHeadwaters7/11/2025Pipe Run 200Storm 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-100 through FES-104 consists of the 15" HDPE outlet pipe for controlling discharge from the stormwater management basin. It is sized as needed to control the final discharge.runoff (cfs)Pipe Run 300 slope (%) pipe diameter (in)pipe capacity (cfs)Page 1 of 1 LODLODLOD LOD LOD LODLODLOD LOD LOD LOD LOD LODLODL O D L O D L O DLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLODLODLODLODLO D LO D LO D LO D LO D LO D LO D LO D LO D LO D -1.6%-4 .9% -1.4% -1.7%-1.6%-33.3%-2.3%-2.0%-5.0%-2.4 %-2.0%-2.0%-33.3%-24.4%-33.3%-7.5%-33.5%-27.5%-33.3%-2.2%-7.5%-5.1%-6.5%-10.0%-4.5%-1.5% -2.0%-4.5%-2.5%-33.3%-33.3% 101 9 1 0 2 0 10 2 11012101310141015101610171 0 1 8 101910201016 1017 1018 10161017101898498598698798898998798898999098910229959969979989991000100110021003100410051006100710081009 10101011101210071008 1009 1010 101 1 1012 1013 1014 10151001100299699799899910001001 9951017 1018 1010 1011 1011101510 2 1 10101011 985985995995989995989995996982985979990995990980990995980985990995995988989985990995993989995996 9849939919899919961010100810091000 1015101610131014-3 .8%10171018-0.6%10171018P1P3P2MIN N E S O T A H I G H W A Y N O . 4 1 ( H A Z E L T I N E B L V D ) ORIOLE AVENUE OEOEOEOE OE OE OE OE OE OE OE UE UE UE UE UE UE UE UE UE UE G G G G G G G G G G G G||3 STORYMULTIFAMILY44 UNITSFFE: 1011.00GFE: 1000.33HYDSTORMWATERFILTRATION BASINTOP BERM: 995.00EO: 994.50HWL:994.39BOT:989.00BOT(SAND):985.25WLWLWL DDDCITY OF CHANHASSENDRAINAGE, UTILITY, ANDTRANSPORTATIONEASEMENTSTUB FOR FUTURE CONNECTIONINV: 1013.20STMH-101RIM: 971.00INV(E): 965.50INV(SW): 961.00122 LF - 15" HDPE @ 3.30%FES-100INV: 957.00OCS-103 (SEE DETAIL)RIM: 994.00 TO 995.00TOP WEIR WALL: 994.0015" R.C. ORIFICE: 991.00(15") INV(E): 989.50(DT) INV: 985.50INV(W): 981.00FES-104INV: 989.00FES-200INV: 993.00STMH-102RIM: 981.00INV(E): 975.50INV(W): 971.0045 LF - 15" HDPE @ 12.20%45 LF - 15" HDPE @ 12.20%14 LF - 15" HDPE @ -3.50%CB-201RIM: 1003.50(24") INV(E): 995.30(24") INV(W): 995.30SUMP: 992.30STMH-202RIM: 1006.40(12") INV(S): 1003.80(24") INV(E): 1001.00(24") INV(W): 997.00STMH-203RIM: 1015.90(24") INV(E): 1007.30(24") INV(W): 1007.30CB-301RIM: 1007.20(12") INV(N): 1003.90(12") INV(SE): 1003.90SUMP: 1000.90CB-302RIM: 1008.90(12") INV(E): 1004.35(12") INV(NW): 1004.35SUMP: 1001.35STMH-303RIM: 1010.10(12") INV(S): 1004.60(12") INV(W): 1004.60DRAIN BASIN-304RIM: 1009.00(12") INV(N): 1005.00SUMP: 1002.0086 LF - 12" HDPE @ 0.50%46 LF - 12" HDPE @ 0.50%91 LF - 12" HDPE @ 0.50%20 LF - 18" HDPE @ 0.50%150 LF - 24" HDPE @ 3.90%160 LF - 24" HDPE @ 3.90%46 LF - 24" HDPE@ 3.80%61 LF - 24" HDPE@ 3.80%CLASS III RIP RAP8,281 SF4,006 SF42,640 SF11,901 SF|||GGUEUTSCALE IN FEET08040SDescriptionRev.DateMINNEWASHTA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-102PMJM06/13/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Minnewashta MF\CAD\Sheets\UTILITY PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:Sheet: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, PELEGENDPROPOSEDPROPERTY BOUNDARYEASEMENTCURB AND GUTTERWATER MAINHYDRANTGATE VALVESANITARY SEWERSTORM SEWERFLARED END SECTION W/ RIP RAP & TRASH GUARDDRAINTILERETAINING WALLGASUNDERGROUND ELECTRICOVERHEAD ELECTRICTELEPHONE/FIBERLIGHT POLEDOEPROPOSEDCONVEYANCEAREASEXHIBIT