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Stormwater Management Plan
To: Andrew Hartmann, Regulatory Program Coordinator Date: Rev. 01/16/2026 Riley Purgatory Bluff Creek Watershed District From: Pete Moreau, P.E. (MN), Measure Group Project: Santa Vera Apartments Location: 621 Santa Vera Drive, Chanhassen, MN INTRODUCTION Headwaters Development is proposing a redevelopment of the Santa Vera Apartments site located at 621 Santa Vera Drive, located just north of downtown Chanhassen. The redevelopment will consist of the new construction of 28 total units of townhome-style flats (two new buildings), which will supplement the existing slab- on-grade 18-unit apartment building currently operating on-site. As part of the project, the existing building will also be renovated to include updated units, a new exterior, and improved landscaping and drainage. Once completed, the total project will consist of 46 rental apartment homes. The goal of the project is to supplement the existing facility by providing additional housing options to help bolster downtown Chanhassen. This proposed redevelopment includes a proposed amenity space to be shared with the existing apartment building. This proposed project is seeking PUD amendment and site plan approval with the City of Chanhassen concurrent with this watershed district review. National Pollutant Discharge Elimination System stormwater permit has not been applied for yet. Measure Group reached out to Riley Purgatory Bluff Creek Watershed District (RPBCWD) and conducted a pre-application meeting regarding this project. Area Breakdown (Parcel plus R.O.W. disturbance) Total Site Area (acres) 3.90 Existing Site Impervious Area (acres) 0.87 Post Construction Site Impervious (acres) 1.98 New (Increase) in Site Impervious Area (acres) 1.11 Existing Disturbed Impervious Surface (acres) 0.31 Regulated Impervious Surface (acres) 1.98 Total Disturbed Area (acres) 2.81 EXISTING CONDITIONS The subject property is 3.85 acres (3.90 acres including R.O.W. disturbance). Historical records indicate the property was utilized as an apparent agricultural field from approximately 1937 through 1972. The existing apartment building and garage structures were completed in 1978 and the south portion has remained undeveloped. 1. There are two (2) locations where stormwater runoff leaves the site. a. To the north (currently uncontrolled) to the storm sewer in Saratoga Drive which outlets to the north. b. To the east (currently uncontrolled) to the storm sewer in Laredo Drive which outlets to the east. c. Both public storm sewer routes leaving the site ultimately discharge to Lotus Lake. 2. Phase I Environmental Site Assessment (Appendix G) and Notice of Decision (Appendix H) concluded that neither any recognized contamination nor wetlands are applicable to this site. 3. Appendix A includes the current, 2025 Geotechnical Evaluation Report from Braun Intertec. Double-ring infiltrometer tests were attempted (recap of results included). Soils observed were predominantly lean clay (CL) consistent with Hydrologic Soil Group (HSG) D. 4. Pervious area onsite were modeled using turf grass, cover >75%, for a curve number (CN) of 80 consistent with the RPBCWD Guidance Document. Impervious areas were modeled using a CN of 98. 5. Times of concentration (Tc) were calculated using sheet flow for undeveloped pervious areas as well as a direct entry with a Tc of seven (7) minutes for fully developed, paved areas. 6. Stormwater calculations use the RPBCWD provided Atlas 14 nested distributions for 24-hour, 2-, 10-, & 100-year events as well as the 10-day, 100- year snowmelt event. 7. Runoff from the site was calculated separately for pervious/impervious areas. 8. See Appendix B for Existing & Proposed Conditions Drainage Maps. 9. See Appendix C for HydroCAD model output (rate control) and Appendix D for MIDS model output (water quality). SUMMARY OF RELEVANT DESIGN CRITERIA Rule C – Erosion & Sediment Control: Applies to this project. Rule J – Stormwater Management: This redevelopment proposes to impact >50% of the total impervious surface of the entire post-developed condition of this parcel, therefore Rule J Section 3 criteria apply to the entire project parcel. Rate: Limit peak runoff flow rates to that from existing conditions for all points where stormwater discharge leaves the site for the: 2-, 10-, and 100-year frequency storm events using a nested 24-hour rainfall distribution, and the 100-year frequency, 10- day snowmelt event. Volume: Conditions for this site meet the criteria of a site with restrictions that cannot practicably meet the baseline abstraction requirements (1.1-inches x the regulated impervious surface). Following the district’s priority sequencing for restricted sites, the team examined multiple approaches to abstract runoff onsite to the maximum extent practicable. This design proposes to meet priority sequencing volume abstraction option #2, or to achieve volume reduction to the maximum extent practicable. Quality: Treatment onsite for all of the following to at least: • 60% annual removal efficiency for total phosphorus (TP) • 90% annual removal efficiency for total suspended solids (TSS) • No net increase in TP or TSS loading from the site compared to existing conditions SITE WITH RESTRICTIONS ANALYSIS This site has been deemed a restricted site for the following technical reasoning(s): Physical Limitation due to Low Permeability Soils (Clay) as evidenced by the attempted double-ring infiltrometer tests by Braun Intertec on 07/03/2025. After excavating multiple locations in the proposed basin areas, Braun field team was not able to test a location that didn’t have water pooling in the excavations (i.e. perched water in the saturated clays pumped up into the excavations). The two piezometers installed confirmed the soils on site are dominated by clay soils that yield limited groundwater and at restricted flow rates. Conclusion is that the site soils are unreliable for infiltration. GROUNDWATER ANALYSIS Groundwater stabilized at a depth of 14’ in Soil Boring ST-4, or approximate elevation of 977.50. Of the two piezometers installed, the highest perched water condition observed was 3.1 feet below the surface, or an elevation of 988.50. The Geotechnical Engineer notes there does not appear to be a consistent water table across the site, instead variable perched water based on isolated layers with less clay that yield greater amounts of water. We requested recommendations for a clay liner and have included those specifications to the design detail of the proposed stormwater retention/re-use basin to allow for installation of the basin with a sealed base and side slopes, ensuring the basin’s full storage capacity remains available during storm events. PROPOSED CONDITIONS The proposed redevelopment consists of constructing two new townhome-style buildings, a second bituminous parking lot with connecting drive lane, a concrete patio amenity area, utility connections, stormwater improvements, and landscaping restoration to disturbed pervious areas. Due to the consistent clay soils throughout the site, stormwater runoff is proposed to be managed using a treatment train including the following: Pretreatment: Catch basins equipped with sumps for trapping initial sediments and debris upstream of respective treatment facilities. Primary System(s): Surface retention basins (designed to NURP Design Level 3) with a stormwater re-use irrigation system. Control and Maintenance: Outlet control structure (OCS) downstream of the retention basin. The surface basin perimeters, OCS, and re-use irrigation pump house are designed to be accessible for maintenance. This design proposes to significantly improve both stormwater runoff discharge quantity and quality compared to existing conditions. Below is a description of proposed drainage areas and treatment routing. • The size of the drainage area leaving the site to the north is proposed to be reduced and the existing detached garages are proposed to be equipped with a new gutter collection system to re-route all this existing impervious to the proposed Best Management Practices (BMPs). • The existing apartment building and majority of the existing pavement are proposed to be captured with the installation of a catch basin to intercept runoff at the low corner of the existing northeast driveway. Only two tiny apron areas in the R.O.W. that aren’t feasible to collect without taking on street runoff are excluded from existing pavement areas. This existing captured area plus the proposed site improvements are routed to the proposed retention basin near the southeast corner of the site. • All captured runoff will get treated by the proposed treatment train prior to ultimately connecting to the existing storm sewer connection to Laredo Drive. • A portion of the proposed driveway connection to Laredo Drive will need to remain uncaptured by this site for the following reason, among others: o Proposed stormwater features (any alternatives) are constrained by the depth required for storage goals without short-circuiting or bypassing via the required emergency overland flow path(s). MAXIMUM EXTENT PRACTICABLE (MEP) ANALYSIS Multiple BMPs were analyzed and modeled to work toward the most appropriate combination of treatment measures to implement on this site to provide treatment to the maximum extent practicable. Some of the alternative BMPs evaluated include the following: 1. Irrigation Re-Use 2. Green Roofs 3. Permeable Pavement 4. Tree Trenches 5. Tree Canopy Abstraction Credits Stormwater re-use for irrigation with the proposed retention basin was deemed the most effective at volume reduction and achieving the required pollutant removal goals for this site with restrictions. Green roofs are not viable for this product type and proposed scope of redevelopment. Permeable pavement is not suited for the steep slope necessary within the driveway to make a connection to Laredo Drive, making its effectiveness negligible in that location and insignificant if used in flatter areas upstream that are already being captured by higher-performing devices. Tree trenches provide insignificant pollutant removal effectiveness both additively to the proposed features or as a replacement of either of the selected treatment practices. Tree Canopy abstraction credit was modeled per the guidance provided in the RPBCWD guidance document (results included in Appendix K). With existing and proposed tree canopies factored in, the resulting additive benefit is minimal. The benefit from tree canopy abstraction for this site is approximately 2.5 lbs of TSS load reduction (or a benefit of +0.3% of annual TSS removal for this project). The highest performing treatment device pairing was selected as a result of analyzing all these alternatives and consists of the proposed retention basin equipped with a stormwater re-use irrigation system. RATE CONTROL COMPLIANCE Peak discharge rates from the proposed redevelopment conditions have been designed to not exceed the applicable runoff rate requirements as follows: Peak Runoff Rates (CFS) - North Existing Proposed 2-yr 1.06 0.36 10-yr 2.02 0.74 100-yr 3.97 1.53 Snowmelt 0.10 0.04 Peak Runoff Rates (CFS) - South Existing Proposed 2-yr 5.25 1.36 10-yr 9.79 2.32 100-yr 18.97 13.73 Snowmelt 0.63 0.46 Peak Runoff Rates (CFS) – Total Existing Proposed 2-yr 6.12 1.90 10-yr 11.44 3.34 100-yr 22.22 15.22 Snowmelt 0.74 0.50 Peak discharge rate at the Water Quality Volume Elevation (WQVE) from the proposed detention basin (NURP Design Level 3) must discharge at a rate less than 5.66 CFS x the Surface Area of the WQVE in acres. Surface Area WQVE = 0.203 acres Maximum discharge at WQVE = 5.66 x 0.203 = 1.15 CFS Comparison Summary: MPCA Criteria for a Design Level 3 NURP Basin Required Proposed WQV discharge < 5.66 CFS per acre surface area of WQVE < 1.15 CFS 0.58 CFS WQV > 1.5-inches x regulated impervious area 10,756 CF 14,647 CF Multi-cell system Y/N Y Sediment forebay at all major inflows Y/N Y Flow path length to pond width ratio of 3:1 to 10:1 3:1 to 10:1 3.5:1 VOLUME CONTROL COMPLIANCE Volume control from the proposed redevelopment conditions has been designed to provide abstraction to the maximum extent practicable for this site with restrictions. Abstraction volume is limited by the clay soils being unreliable for infiltration. Stormwater re-use for irrigation was the next best alternative approach for volume reduction and below is a summary of the total reduction provided. Regulated Impervious Area = 1.98 acres 1.98 acres x 1.10 inches = 7,912 CF performance goal x 0.55 inches = 3,956 CF performance goal Volume Removed by BMPs towards performance goal = 1,919 CF STORMWATER QUALITY COMPLIANCE The proposed cumulative treatment system has been designed to the maximum extent practicable given site restrictions and BMP alternatives analysis, resulting as follows (also see Appendix D for MIDS model output). Pollutant Load (lbs.) Existing Conditions Proposed Uncontrolled Proposed Removed Proposed Conditions Particulate P 1.59 2.20 1.99 0.20 Dissolved P 1.30 1.80 0.90 0.90 Total P 2.89 3.99 2.89 1.10 72.5% TSS 526.60 724.90 658.70 66.20 90.9% FREEBOARD (FLOOD CONTROL) COMPLIANCE The proposed stormwater management system(s) have been designed to exceed the separation requirements to requested site features as follows. Proposed 100-year high water elevation is at least: 1) 3.0-feet below the low floor elevation of all three buildings. LFE = 994.60 (Existing Building, Low Opening Egress Window) >3.0-feet above the modeled 100-yr HWL = 991.08 CONCLUSION / SUMMARY The proposed stormwater management system: • Provides a reduction in peak discharge rates from existing conditions for all locations where runoff leaves the site, • Provides volume reduction from all regulated impervious surfaces to the maximum extent practicable, • Reduces TP and TSS loading to the applicable performance goals, • Provides freeboard between low opening elevations of adjacent buildings in relation to the 100-year flood elevation. Measure Group, LLC Pete Moreau, P.E. (MN) Partner Phone: (641) 583-0173 Email: pmoreau@measuregrp.com APPENDICES • Appendix A: Geotechnical Evaluation Report (Braun Intertec 2025 report) • Appendix B: Drainage Maps (Existing & Proposed Conditions) • Appendix C: HydroCAD Model Output (Existing & Proposed Conditions) • Appendix D: MIDS Model Output (Existing & Proposed Conditions) • Appendix E: Storm Sewer Conveyance Sizing Calculations • Appendix F: Operations & Maintenance Documents (Declaration and Exhibits) • Appendix G: Chloride Management Plan • Appendix H: Phase I Environmental Site Assessment (01/29/2024) • Appendix I: Notice of Decision, Wetlands are “No-Loss” (11/22/2017) • Appendix J: Irrigation Usage Plan • Appendix K: Tree Canopy Abstraction Credit Results Appendix A: Geotechnical Evaluation Report (Braun Intertec 2025) Geotechnical Evaluation Report Santa Vera Phase 2 – Revision 1 Intersection of Laredo Drive and Del Rio Drive Chanhassen, Minnesota Prepared for Headwaters Development LLC Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Christopher R. Kehl, PE Principal Engineer, Vice President License Number: 43459 January 13, 2026 Braun Intertec Corporation Project B2505556 January 13, 2026 Project B2505556 Bjorn Strommen Headwaters Development LLC 7730 Laredo Drive, Unit 446 Chanhassen, MN 55317 Re: Geotechnical Evaluation Santa Vera Phase 2 – Revision 1 Intersection of Laredo Drive and Del Rio Drive Chanhassen, Minnesota Dear Mr. Strommen: We are pleased to present this geotechnical evaluation report for the Santa Vera Phase 2 apartments, located in Chanhassen, Minnesota. Thank you for making Braun Intertec Corporation (Braun Intertec) your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Chris Kehl at 952.995.2386 (ckehl@braunintertec.com) or Joseph Rosenquist at 763.202.3121 (jrosenquist@braunintertec.com). Sincerely, Braun Intertec Corporation Joseph C. Rosenquist, EIT Staff Engineer Christopher R. Kehl, PE Principal Engineer, Vice President c: Ryan Sailer, Headwaters Development LLC Pete Moreau, Measure Group Josh McKinney, Measure Group Braun Intertec Page 1 Table of Contents 1.0 Introduction .............................................................................................................................. 1 1.1 Project Description ........................................................................................................... 1 1.2 Site Conditions and History .............................................................................................. 1 1.3 Purpose ........................................................................................................................... 3 1.4 Background Information and Reference Documents .......................................................... 3 1.5 Scope of Services ............................................................................................................. 4 2.0 Results ..................................................................................................................................... 5 2.1 Geologic Overview ........................................................................................................... 5 2.2 Boring Results .................................................................................................................. 5 2.3 Groundwater .................................................................................................................... 6 2.4 Laboratory Test Results .................................................................................................... 6 3.0 Recommendations .................................................................................................................... 7 3.1 Design and Construction Discussion ................................................................................. 7 3.1.1 Building Subgrade Preparation .................................................................................... 7 3.1.2 Deep Fill .................................................................................................................... 7 3.1.3 Reuse of On-Site Soils ................................................................................................ 7 3.1.4 Groundwater .............................................................................................................. 8 3.1.5 Pavement .................................................................................................................. 8 3.2 Site Grading and Subgrade Preparation.............................................................................. 8 3.2.1 Building Subgrade Excavations ................................................................................... 8 3.2.2 Excavation Oversizing ................................................................................................. 9 3.2.3 Excavated Slopes ....................................................................................................... 9 3.2.4 Excavation Dewatering ............................................................................................. 10 3.2.5 Pavement and Exterior Slab Subgrade Preparation ..................................................... 10 3.2.6 Pavement Subgrade Proofroll .................................................................................... 10 3.2.7 Engineered Fill Materials and Compaction ................................................................. 10 3.2.8 Special Inspections of Soils ...................................................................................... 12 3.3 Spread Footings ............................................................................................................. 12 3.4 Interior Slabs ................................................................................................................. 12 3.4.1 Subgrade Modulus ................................................................................................... 12 3.4.2 Moisture Vapor Protection ........................................................................................ 13 3.5 Frost Protection ............................................................................................................. 13 3.5.1 General .................................................................................................................... 13 3.5.2 Frost Heave Mitigation .............................................................................................. 13 3.6 Pavements and Exterior Slabs ......................................................................................... 15 3.6.1 Design Sections ....................................................................................................... 15 3.6.2 Concrete Pavements ................................................................................................ 15 3.6.3 Bituminous Pavement Materials ................................................................................ 15 3.6.4 Subgrade Drainage ................................................................................................... 15 3.6.5 Performance and Maintenance ................................................................................. 15 Braun Intertec Page 2 3.7 Utilities .......................................................................................................................... 16 3.7.1 Subgrade Stabilization .............................................................................................. 16 3.7.2 Corrosion Potential .................................................................................................. 16 3.8 Stormwater .................................................................................................................... 16 3.8.1 Design of clay liners for stormwater pond retention .................................................... 17 3.9 Equipment Support ........................................................................................................ 17 4.0 Procedures ............................................................................................................................. 18 4.1 Penetration Test Borings ................................................................................................. 18 4.2 Exploration Logs ............................................................................................................. 18 4.2.1 Log of Boring Sheets ................................................................................................. 18 4.2.2 Geologic Origins ....................................................................................................... 18 4.3 Material Classification and Testing .................................................................................. 19 4.3.1 Visual and Manual Classification .............................................................................. 19 4.3.2 Laboratory Testing .................................................................................................... 19 4.4 Groundwater Measurements .......................................................................................... 19 5.0 Qualifications ......................................................................................................................... 19 5.1 Variations in Subsurface Conditions ................................................................................ 19 5.1.1 Material Strata.......................................................................................................... 19 5.1.2 Groundwater Levels ................................................................................................. 19 5.2 Continuity of Professional Responsibility ......................................................................... 20 5.2.1 Plan Review ............................................................................................................. 20 5.2.2 Construction Observations and Testing ..................................................................... 20 5.3 Use of Report ................................................................................................................. 20 5.4 Standard of Care ............................................................................................................ 20 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 through ST-4, PZ-1, and PZ-2 Descriptive Terminology of Soil Braun Intertec Page 1 List of Tables Table 1-1. Building Description ................................................................................................................... 1 Table 1-2. Site Aspects and Grading Description ......................................................................................... 1 Table 2-1. Groundwater Summary .............................................................................................................. 6 Table 3-1. Building Excavation Depths ........................................................................................................ 8 Table 3-2. Engineered Fill Materials* ......................................................................................................... 11 Table 3-3. Compaction Recommendations Summary ................................................................................ 11 Table 3-4. Recommended Spread Footing Design Parameters ................................................................... 12 Table 3-5. Recommended Bituminous and Concrete Pavement Sections ................................................... 15 List of Figures Figure 1-1. Aerial Photograph of the Site in 1972 .......................................................................................... 2 Figure 1-2. Aerial Photograph of the Site in 2008 .......................................................................................... 3 Figure 2-1. Subsurface Profile Summary* .................................................................................................... 5 Figure 3-1. Generalized Illustration of Oversizing ......................................................................................... 9 Figure 3-2. Frost Protection Geometry Illustration ..................................................................................... 14 Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 1 1.0 Introduction 1.1 Project Description This geotechnical evaluation report addresses the proposed design and construction of the Santa Vera Phase 2 Apartments, located in Chanhassen, Minnesota. The project will include the construction of 2, slab on grade building that will have two levels of wood framing. The northwest building will have 16 units and the southeast building will have 12 units. The project will also include two stormwater ponds located on the eastern side of the site. Table 1-1 and Table 1-2 summarize the provided and assumed project details used to prepare this report. Table 1-1. Building Description Aspect Descriptions Below grade levels None (Provided) Above grade levels 2 (Provided) Northwest building - Lowest level floor elevation (feet) 1000 (Provided) Southeast building – Lowest level floor elevation (feet) 999 (Provided) Column loads (kips) None (Assumed) Wall loads (kips per linear foot) 10 (Assumed) Table 1-2. Site Aspects and Grading Description Aspect Descriptions North stormwater pond Bottom of pond 988 feet South stormwater pond Top of pond media 987 feet Northwest building – Grade Changes Fill 1 foot to Cut 6 feet Southeast building – Grade Changes Fill 8 feet to 1 foot Pavement types Bituminous and Concrete Assumed pavement loads Light-duty: 50,000 ESALs* Cars only Heavy-duty: 100,000 ESALs* Cars with Weekly Trash Collection, and Daily deliveries *Equivalent 18,000-lb single axle loads based on 20-year design. The proposed site layout is shown on the attached soil boring location sketch. 1.2 Site Conditions and History Currently, the site exists as a wooded lot with an existing two-story multi-family apartment complex. The existing apartment complex has a 9,100 square foot building footprint. The site also includes a parking lot on Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 2 the north side of the existing apartment complex with an aggregate base surface on the corner of Laredo Drive and Del Rio Drive, that appears to be used as a temporary parking area. The provided file used as the basis of our soil boring sketch indicates water and sewer utilities extended into the property near the North End of the 12-unit building. Current grades range from 1005 to 990 feet. Generally, the site is sloping down from the northwest side of the site to the southeast side. Historically, the site was used for agriculture. Our Phase One Environmental Site Assessment has a more in depth review of past history. One excerpt form the report is shown below in Figure 1-1. In this photograph possible disturbance is note in the southeast corner. Figure 1-1. Aerial Photograph of the Site in 1972 Figure provided by USGS In the next available photograph in 1984 the Santa Vera Apartments are shown developed on the north end of the lot. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 3 In the photographs from the 2000s there is a disturbance noted on the central part of the eastern border. One of these photographs is shown in Figure 1-2 below. No other development was seen in the past aerial photograph in the area of the building. Figure 1-2. Aerial Photograph of the Site in 2008 Figure provided by USDA 1.3 Purpose The purpose of our geotechnical evaluation will be to characterize subsurface geologic conditions at selected exploration locations, evaluate their impact on the project, and provide geotechnical recommendations for the design and construction of the new multi-family building and stormwater ponds. 1.4 Background Information and Reference Documents We reviewed the following information: ▪ Available public aerial photographs showing the historical and existing site conditions. ▪ Communications with Headwaters Development LLC regarding site layout. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 4 ▪ Geologic atlas showing general soil types present in the area. Specifically, we reviewed Surficial Geology of the Twin Cities, dated 2007. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses, and/or recommendations. 1.5 Scope of Services We performed our scope of services for the project in accordance with our Proposal QTB211004 to Headwaters Development LLC, dated March 3, 2025. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ▪ Reviewing the background information and reference documents previously cited. ▪ Staking and clearing the exploration location of underground utilities. Measure Group selected and we staked the new exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. ▪ Performing four standard penetration test (SPT) borings, denoted as ST-1 to ST-4, to nominal depths of 11 to 21 feet below grade across the site. ▪ Performed two double ring infiltration tests within the proposed pond basins. The tests were not completed due water collecting in the excavations at the test locations. ▪ After completion of double ring infiltration tests we were authorized to install two temporary piezometers denoted as PZ-1 and PZ-2, to nominal depths of 14.5 feet below grade. ▪ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ▪ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs, utilities, stormwater improvements and pavements. We performed this geotechnical evaluation concurrently with a Wetland Delineation and a Phase I Environmental Assessment (ESA) which we will submit separately. The project team should review the reports in conjunction with this geotechnical evaluation report to understand both the geotechnical and environmental aspects of the site and how they may impact one another. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 5 2.0 Results 2.1 Geologic Overview A review of the Geologic Atlas of the Twin Cities indicates the native geology at this project site primarily consists of glacially deposited soils. We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. 2.2 Boring Results Figure 2-1 provides a summary of the soil boring results, in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix includes definitions of abbreviations used in the table below. Figure 2-1. Subsurface Profile Summary* Strata Soil Type -ASTM Classification Range of Penetration Resistances Commentary and Details Topsoil -or- Topsoil fil SC, CL --- ▪ Predominantly CL. ▪ Dark brown to black. ▪ Thicknesses at boring locations varied from 0.2 to 0.8 feet. ▪ Moisture condition generally moist. Fill1 CL 7 to 9 Blows Per Foot ▪ Present in Borings ST-3 and ST-4. ▪ Depth boring locations varied from 4 to 7 feet below grade. ▪ Highly variable, soils intermixed. ▪ Occasional layers of slightly organic to organic soils throughout. ▪ Moisture condition generally moist. Alluvial CL 8 BPF ▪ Present in Boring PZ-1. ▪ Moisture condition generally moist. Glacial deposits SC, CL 4 to 39 BPF ▪ Possible cobbles and boulders. ▪ Variable amounts of gravel; may contain cobbles and boulders. ▪ Moisture condition generally moist. *Abbreviations are defined in the attached Descriptive Terminology sheet. 1For simplicity in this report, we define existing fill to mean existing, uncontrolled, or undocumented fill. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 6 2.3 Groundwater Table 2-1 summarizes the depths where we observed groundwater; the attached Log of Boring sheets in the Appendix also include this information and additional details. The table also summarizes the inferred groundwater depths from the CPT pore pressure measurements. Table 2-1. Groundwater Summary Location Measured Surface Elevation Estimated Depth to Groundwater at time of drilling (ft) Measured Depth to Groundwater July 21, 2025 (ft) Corresponding Groundwater Elevation July 21, 2025 (ft) Measured Depth to Groundwater July 25, 2025 (ft) Corresponding Groundwater Elevation July 25, 2025 (ft) ST-4 991.5 14 --- PZ-1 991.6 --- 3.7 987.9 3.1 988.5 PZ-2 990.3 --- 7.5 982.8 7 983.3 Based on our observations there does not appear to be a consistent water table across the site, instead there is variable perched water based on the difference between the two piezometers. The soils on site are dominated by clay soils that will yield limited groundwater and at low flow rates. However, within the clays, sandier layers may often be encountered that will yield greater amounts of water. These perched conditions observed will increase the variability with a steady state water table elevation throughout the site. Project planning should expect groundwater to fluctuate in relation to annual and seasonal changes. 2.4 Laboratory Test Results The boring logs show the results of moisture content and organic content tests we performed, next to the tested sample depth. The Appendix contains the results of these tests. The moisture content of the clayey soils varied from approximately 23 to 4 percent, indicating that the material was meeting to above its probable optimum moisture content. The organic content tests of the tested soils contained 5 to 6 percent by weight of organic material. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 7 3.0 Recommendations 3.1 Design and Construction Discussion 3.1.1 Building Subgrade Preparation Based on the results of our subsurface exploration and evaluation, spread footing foundations bearing on native soils or engineered fill can support the proposed building, after performing subgrade preparations. Typical subgrade preparation includes removing existing vegetation, topsoil or organic soils, existing fill, and soft/very loose soils. Based on the proposed elevations of the building slab and current site elevations some correction is anticipated below foundations. 3.1.2 Deep Fill Where the eastern 12-unit building is located there are lower surface elevations. Also we encountered 7 feet of unsuitable fill materials at Boring ST-4. After removing and replacing the soils, a total of 14 feet of fill will be needed to achieve finished slab elevations 999. Also shown in the provided background file used for our soil boring sketch are several utilities extending down to as deep as elevation 982 that will require removal of the pipe and replacement of the fill. We would note some of these excavations will extend to or below the level of the water table. The soils at depth are predominantly clay, so we do not anticipate significant water inflows, however if sand seams are encountered within the clay till, greater amounts of water may be present. These conditions are very challenging to understand until the overall excavation has been opened up. Due to the increase grade and post construction settlement of the fill, there are several concerns about post construction settlements. To accommodate the settlement typical approaches would include: ▪ Construction delays expected to be 1/4 to 1/2 of a year with the duration determined by monitoring settlement plates placed on site. If the site was graded in the summer or fall this delay could occur over the winter. ▪ Alternatively, sand imported to the site for lower portions of the fill, up to 10 feet below the finished slab elevation. This sand would be easier to compact in the deep and possibly wet excavations. 3.1.3 Reuse of On-Site Soils The existing soils both native and fill that are non-organic, debris-free, and non-frozen material are suitable for reuse as engineered fill below the proposed building pad. Some of the tested fill had rather high organic contents making them unsuitable for structural fill. The near surface clayey soils were tested to be relatively higher than the anticipated optimum moisture content. Due to the moisture content test results, it is anticipated that some of the clayey or silty soils will be well above optimum moisture content and will require effort to moisture condition prior to reuse as engineered fill. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 8 To dry these soils, the contractor will need to perform extensive scarifying and drying, which is easier to accomplish in the relatively drier and warmer months of June to September. If the contractor performs site grading in the spring or fall, on-site drying of these soils may not prove feasible and require importing drier soils. If time or space is not available to dry these soils, the contractor may need to import drier soils. We recommend discussing the reuse of these materials with potential contractors at the bidding stages of the project. 3.1.4 Groundwater We observed limited groundwater in the borings within the building pads and elevated groundwater levels in the piezometers installed in the proposed pond locations. Perched water may be encountered in granular soils within cohesive soils and may seep for some time in excavations. We recommend the contractor remove any water that collects in work areas before performing further work. Deeper corrections within the 12-unit building should anticipate greater amounts of water, however we anticipate the water could still be handled with conventional sump pumps. 3.1.5 Pavement Based on the soil borings, it is our opinion the pavements can constructed on the non-organic on-site fill and/or native soils, as long as the in-place soils can pass a proofroll test. If difficulties passing a proofroll on these soils occur during construction, re-engineering of the existing soils or excavation to more suitable soils may be necessary prior to raising grade. 3.2 Site Grading and Subgrade Preparation 3.2.1 Building Subgrade Excavations We recommend removing unsuitable materials from within the building pad and oversized areas. We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities, vegetation, and soft/loose soils. Table 3-1 shows the anticipated excavation depths and bottom elevations for each of the borings within the proposed building pads. Table 3-1. Building Excavation Depths Location Measured Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) Building Specific Finished Floor Elevation (ft) Anticipated Depth Below Finished Floor Elevation (ft) ST-1 1005.9 6 1000 1000 Cut to grade ST-3 997.5 4 993 1/2 1000/999 6 1/2 / 5 1/2 ST-4 991.5 7 984 1/2 999 14 1/2 Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 9 The contractor should use equipment and techniques to minimize soil disturbance. If soils become disturbed or are wet, we recommend excavation and replacement. 3.2.2 Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Table 3-1 for an illustration of excavation oversizing. Figure 3-1. Generalized Illustration of Oversizing 3.2.3 Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of clayey soils and fill soils. These clayey soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. 1. Engineered fill as defined in Section 3.2.7 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in Section 3.2.7 4. Backslope to OSHA requirements Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 10 An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states that excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 3.2.4 Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low-permeability soils, such as clays. 3.2.5 Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation. Note that project planning may require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, vegetation, existing structures, and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Place pavement engineered fill to grade and compact in accordance with Section 3.2.7 to bottom of pavement and exterior slab section. See Section 3.5 for additional considerations related to frost heave. 4. Proofroll the pavement or exterior slab subgrade as described in Section 3.2.6. 3.2.6 Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization, and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. 3.2.7 Engineered Fill Materials and Compaction Table 3-2 below contains our recommendations for engineered fill materials. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 11 Table 3-2. Engineered Fill Materials* Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements ▪ Below foundations ▪ Below interior slabs Structural fill SP, SP-SM, SM, SC, CL 100% passing 2-inch sieve < 2% Organic Content (OC) Where more 10 feet of fill is place below slab elevation Deep Fill SP, SP-SM 100% passing 1-inch sieve < 12% passing #200 sieve < 2% OC ▪ Drainage layer ▪ Non-frost- susceptible ▪ Free draining ▪ Non-frost- susceptible fill GP, GW, SP, SW 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC Pavements Pavement fill SP, SM, SC, CL 100% passing 3-inch sieve < 2% OC PI < 15% Below landscaped surfaces, where subsidence is not a concern Non-structural fill SP, SP-SM, SM, SC, CL, ML 100% passing 6-inch sieve < 10% OC Stormwater Ponds Clay liner CL 100% passing 1-inch sieve >90% passing #4 sieve ≥50% passing #200 sieve < 2% OC PI ≥ 12% LL ≥ 25% *More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. We recommend spreading engineered fill in loose lifts of approximately 8 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 3-3 The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. Table 3-3. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (typically SP, SP-SM) > 12% Passing #200 Sieve (typically CL, SC, ML, SM) Below foundations and oversizing zones 98 ±3 -1 to +3 Within 3 feet of pavement subgrade 100 ±3 -1 to +3 More than 3 feet below pavement subgrade 95 ±3 -1 to +3 Below landscaped surfaces 90 ±5 ±4 Clay liner 95 --- 0 to +5 Increase compaction requirement to meet compaction required for structure supported by this engineered fill. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 12 The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. 3.2.8 Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code . Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved geotechnical report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. 3.3 Spread Footings Table 3-4 below contains our recommended parameters for foundation design. Table 3-4. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 3,000 Minimum factor of safety for bearing capacity failure 3.0 Minimum embedment below final exterior grade for heated structures (inches) 42 Minimum embedment below final exterior grade for unheated structures or for footings not protected from freezing temperatures during construction (inches) 60 Total estimated settlement (inches) Less than 1 Differential settlement Typically about 2/3 of total settlement* *Actual differential settlement amounts will depend on final loads and foundation layout. 3.4 Interior Slabs 3.4.1 Subgrade Modulus The anticipated floor subgrade is clayey soil. We recommend using a modulus of subgrade reaction, k, of 150 pounds per square inch per inch of deflection (pci) to design the slabs. If the slab design requires placing Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 13 6 inches of compacted crushed aggregate base immediately below the slab, the slab design may increase the k-value by 50 pci. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. 3.4.2 Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. 3.5 Frost Protection 3.5.1 General Clayey soils will underlie exterior slabs, as well as pavements. We consider clayey soils to be moderately frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in-situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. 3.5.2 Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large, paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 3 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We recommend providing drainage at the base of the subcut, as well as gradual transitions from this subcut (3H:1V or flatter gradient). We also recommend sloping the bottom of the excavation toward one or more Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 14 collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non-frost-susceptible soils. Figure 3-2 shows an illustration summarizing some of the recommendations. Figure 3-2. Frost Protection Geometry Illustration Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop, and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 15 3.6 Pavements and Exterior Slabs 3.6.1 Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar clayey soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 3-5 provides recommended pavement sections, based on the soils support and traffic loads. Table 3-5. Recommended Bituminous and Concrete Pavement Sections Use Light Duty Heavy Duty Heavy Duty Minimum asphalt thickness (inches) 3 1/2 4 --- Minimum concrete thickness (inches) --- --- 6 Minimum aggregate base thickness (inches) 6 8 4 3.6.2 Concrete Pavements We assumed the concrete pavement sections in Table 3-5 will have edge support. We recommend placing an aggregate base below the pavement to provide a suitable subgrade for concrete placement, reduce faulting and help dissipate loads. Appropriate mix designs, panel sizing, jointing, doweling and edge reinforcement are critical to performance of rigid pavements. We recommend you contact your civil engineer to determine the final design or consult with us for guidance on these items. 3.6.3 Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. 3.6.4 Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. 3.6.5 Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous and a 35-year life for concrete. This is the amount of time before we anticipate the pavement will require reconstruction. This Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 16 performance assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. 3.7 Utilities 3.7.1 Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section3.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. 3.7.2 Corrosion Potential Based on our experience, the soils encountered in the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. 3.8 Stormwater We attempted to complete double ring infiltrometer (ASTM D3385) within the northeast and southeast ponds after the completion of the standard penetration borings. We were unable to complete the tests due to the water table collecting at test locations. After the design team was informed about the shallow water table possibility, piezometers were elected to be installed in each of the ponds to measure the water table. The results of the water table measurements are shown in Table 2-1. Based on the Borings PZ-1 and PZ-2, we anticipate clayey soils to underline the stormwater ponds. The on-site clayey soils are expected to have an infiltration rate of 0.06 inches per hour as defined in the Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 17 Minnesota Stormwater Manual. The infiltration rate represents the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Note that the piezometers also show a shallow water table that should be considered Is part of the stormwater management design. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. 3.8.1 Design of clay liners for stormwater pond retention When favorable soil is available clay liners are likely the most cost effective. For this construction we recommend that a two-foot-thick liner composed of three lifts of clay, having the qualities listed in Section3.2.7. The clay liners should be placed in maximum 8-inch lifts and be uniformly compacted multiple passes of a sheep’s foot compactor. The final passes on the final lift should be performed with a smooth drum roller to fill in the indentations on the surface left from the sheepsfoot roller. Any soils not meeting the requirements that are tracked on to the liner, pump through due to traffic on a soft subgrade or slough in should be removed and not incorporated into the liner. The liner should be protected from drying during construction and until filled. Any material that dries should be removed or moisture conditioned and recompacted. After filling, the water level should be maintained to prevent shrinkage and cracking of the clay liner. Placement of an organics layer (1 to 2-feet thick) above the liner may be beneficial to minimize penetration of vegetative root zones into the liner. Note the use of 3 to 1 slope (horizontal to vertical) can be challenging to effectively compact and may result in the contractor placing the liner in discontinuous stages. As needed the liner should be constructed with a 5 to 1 slope and excess material be trimmed back after completion and the surface recompacted. When compacted the liner should be able to achieve a coefficient of permeability K value of 1 x10-7 centimeters per second or slower. 3.9 Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts, and other construction equipment prior to mobilization to determine if the Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 18 exposed materials are suitable for equipment support or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge – including pavements, buried utilities, below-grade walls, etc. We can assist you in this evaluation. 4.0 Procedures 4.1 Penetration Test Borings We drilled the penetration test borings with an all-terrain truck-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance with ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout as noted in the Log of Boring sheets in the Appendix. 4.2 Exploration Logs 4.2.1 Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples, and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. 4.2.2 Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 19 4.3 Material Classification and Testing 4.3.1 Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. 4.3.2 Laboratory Testing The exploration logs in the Appendix note the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. 4.4 Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed them to remain open for an extended period of observation, as noted on the boring logs. 5.0 Qualifications 5.1 Variations in Subsurface Conditions 5.1.1 Material Strata We developed our evaluation, analyses, and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation, and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. 5.1.2 Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. Headwaters Development LLC Santa Vera Phase 2 – Revision 1 Project B2505556 January 13, 2026 Braun Intertec Page 20 5.2 Continuity of Professional Responsibility 5.2.1 Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. 5.2.2 Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. 5.3 Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. 5.4 Standard of Care 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 Soil Boring Location Sketch Log of Boring Sheets ST-1 through ST-4, PZ-1, and PZ-2 Descriptive Terminology of Soil | | | | | ||||||||||||||||||||||| U E UE UE UE UE UE UEUEUEU E UEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUE UEUEUEUEUEUE UE G G G G G GGGGGG G G G G G G G G G G GG G G G G G G G X X X X X X 15" RCP12" R C P 12" RCP15" PVC 15" RCP24" RCP 8" METAL 8 " P VC 8" METAL8" VCP (PER PLAN) GM EM GM 2 STORY FRAME & STUCCO MULTI-UNIT BUILDING AREA = 9103 SFBLDG #611 1 S t o r y F r a m e & S t u c c o G a r a g e C o m p l e x Are a = 4 6 3 0 S F Deck SIGN "STOP" SIGN "STOP" SIGN "NO PARKING" PID: 257620010 OWNER: CHANHASSEN CITY PID: 250125200 OWNER: IND SCHOOL DIST. 112BITUMINOUS TRAILBITUMINOUS TRAIL BITUMINOUS PARKING LOT SIGN "15MPH" 4' WOOD RET. WALL UNKNOWN UPSTREAM SANITARY LOCATION T T CHAIN LINK FENCE CABX SATELLITE DISH CABX 10101010 1 0 1010 10 1010101010 10 10 12" RCP 15" RCP21" RCP 12" P V C 18" PVC8" PVC (PER PLAN)6" DIP ( P E R P L A N ) 8" DIP ( P E R P L A N)8" PVC (PER PLAN)8" CIP (PER PLAN) 8" ABS ( P E R P L A N ) SAN SEWE R ( P E R G S O C ) WATER 6" DIP ( P E R G S O C & P L A N )5021" RCP PORTABLE SHED CABX RO C K M U L C H ( T Y P . ) RO C K M U L C H ( T Y P . ) RO C K M U L C H ( T Y P . ) RO C K M U L C H ( T Y P . ) WOOD BENCHES FIRE PIT W O O D M U L C H CONCRETE STAIRS RO C K M U L C H ( T Y P . ) RO C K M U L C H ( T Y P . ) GRAVEL LOT NO PARKING Drainage and Utility Easement per SARATOGA 3RD ADDITION Drainage and Utility Easement per SARATOGA 3RD ADDITION Drainage and Utility Easement per SARATOGA 3RD ADDITION CB RE=990.37 INV=987.37 NE INV=987.35 S RE=990.62 CB RE=990.39 INV=990.39 N INV=987.36 W CB RE=988.64 INV=982.90 N INV=982.87 S INV=984.64 SW CB RE=987.59 INV=981.39 N INV=981.43 S INV=983.02 W CB RE=987.33 CB RE=987.77 INV=981.35 N INV=981.31 S CB RE=987.74 INV=981.12 E INV=981.15 S ST STMH RE=988.19 INV=980.55 W INV=? NE/SE SUMP=974.87 WEIR=982.93 NOTCH=980.59 ST STMH RE=988.01ST STMH RE=988.04HYDSS SSMH RE=988.50 INV=975.88 W INV=975.85 E 988.9 INV=991.53 SW INV=990.37 E INV=990.35 WSSSSMH RE=995.24 CB RE=995.23 INV=990.75 E CB RE=994.83 CB RE=995.60 HH CB RE=995.72 INV=992.08 NE INV=991.88 SWCB RE=996.29 INV=992.59 NE INV=992.85 SW IP FND PROP COR998.3HY DTNH 996.69 CS SS SSMH RE=993.60 INV=983.83 NE INV=983.86 SW (ORIFICE, NO PIPE) SS SSMH RE=994.50 INV=982.01 SW INV=982.60 NW INV=982.08 E GM IP RLS17765 999.6 IP RLS17765 992.6 IP RLS4374994.88.00 N16°56'27"E L=137.87 meas.(137.88 plat)R=474.00 Δ=16°39'56"meas.(16°40'00"pla t)N89°43'33"W 78.00 N00°16'27"E 513.79N89°11'28"W 174.96 N5 3 ° 3 1 ' 2 3 " W 2 5 4 . 7 2N00°20'03"E 252.00L=219.05R=171.00Δ=73°23'36"990995100010059919929939949969979989991001100210031004992 993 994 9 9 5 9939 9 4 99 6 992993 9909919929939 9 1 99210009969979989991000 10 0 5 1005 998 999 10011001100210021003 1003 1004 1004 1000 996 997 998 999 1001 995 992993 994 991992993991992993991992993995991 99 1 991 992 99 3 99 4 995 996 997 991 995991992993994995989989996 996 989989988| | | | ||HYDHYDST-1 ST-3 ST-4 ST-2 PZ-1 PZ-2 F:\2025\B2505556\CAD\B2505556.dwg,Geotech,7/21/2025 1:01:06 PMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2505556 Drawn By: Date Drawn: Checked By: Last Modified:7/21/25 Drawing No: Project Information Drawing Information B2505556 JAG 6/23/25 JR Santa Vera Phase 2 Intersection of Laredo Drive and Del Rio Drive Chanhassen, Minnesota Soil Boring Location SketchN 0 SCALE:1"= 60' 60'30' DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING DENOTES APPROXIMATE LOCATION STANDARD PENETRATION TEST BORING WITH PIEZOMETER Elev./ Depth ft 1005.2 0.7 987.9 18.0 984.9 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace fibers, dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, with SAND layers, brown, moist, stiff to hard (GLACIAL TILL) LEAN CLAY (CL), trace Gravel, gray, moist, very stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-6 (9) 14" 3-5-7 (12) 15" 3-5-9 (14) 18" 3-25-14 (39) 18" 15-9-11 (20) 18" 13-8-10 (18) 18" 12-9-11 (20) 18" qₚ tsf 1.5 1.75 3 2.75 3 MC % 26 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:ST-1 LOCATION: Captured with RTK GPS. Due to low signal strength, elevations were revised, new elevations are based off provided sketchDATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182800.8 EASTING:559364.8 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:06/30/25 END DATE:06/30/25 SURFACE ELEVATION:1005.9 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Clear B2505556 Braun Intertec Corporation Print Date:10/06/2025 ST-1 page 1 of 1 Elev./ Depth ft 994.7 0.2 990.9 4.0 985.9 9.0 983.9 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace Gravel, trace fibers, dark brown, moist (TOPSOIL FILL) FILL: LEAN CLAY (CL), trace fibers, slightly organic, gray, moist, stiff LEAN CLAY (CL), with Sand lenses, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-4-7 (11) 10" 3-4-6 (10) 14" 3-4-8 (12) 18" 3-7-9 (16) 16" qₚ tsf 1.25 1.75 2.25 MC % 40 Tests or Remarks OC=5% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:ST-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182744.6 EASTING:559522.2 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:06/30/25 END DATE:06/30/25 SURFACE ELEVATION:994.9 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Clear B2505556 Braun Intertec Corporation Print Date:10/06/2025 ST-2 page 1 of 1 Elev./ Depth ft 996.7 0.8 993.5 4.0 986.5 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, trace fibers, dark brown, moist (TOPSOIL FILL) FILL: LEAN CLAY (CL), brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-5 (8) 2" 3-4-6 (10) 14" 3-4-7 (11) 18" 4-6-7 (13) 18" qₚ tsf 1.25 1.75 1.75 MC % 23 Tests or Remarks Poor recovery Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:ST-3 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182716.7 EASTING:559457.1 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:06/30/25 END DATE:06/30/25 SURFACE ELEVATION:997.5 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Clear B2505556 Braun Intertec Corporation Print Date:10/06/2025 ST-3 page 1 of 1 Elev./ Depth ft 990.8 0.7 984.5 7.0 982.5 9.0 979.5 12.0 973.5 18.0 970.5 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace Gravel, trace roots, dark brown, moist (TOPSOIL FILL) FILL: SANDY LEAN CLAY (CL), with Gravel, organic, dark brown, moist LEAN CLAY (CL), trace Gravel, gray, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, medium (GLACIAL TILL) LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) LEAN CLAY (CL), trace Gravel, gray, moist, medium (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 5-5-4 (9) 10" 3-2-5 (7) 12" 2-3-5 (8) 14" 1-2-4 (6) 13" 2-2-5 (7) 14" 2-3-6 (9) 18" 2-2-3 (5) 18" qₚ tsf 1 1 1 1 MC % 37 Tests or Remarks OC=6% Water observed at 14.0 feet while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:ST-4 LOCATION: Captured with RTK GPS. Due to low signal strength, elevations were revised, new elevations are based off provided sketchDATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182611.8 EASTING:559572.7 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:06/30/25 END DATE:06/30/25 SURFACE ELEVATION:991.5 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Clear B2505556 Braun Intertec Corporation Print Date:10/06/2025 ST-4 page 1 of 1 Elev./ Depth ft 991.3 0.3 987.6 4.0 982.6 9.0 978.1 13.5 977.1 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace Gravel, trace roots, dark brown, moist (TOPSOIL) LEAN CLAY (CL), with Silt lenses, trace Gravel, brown, moist, medium (ALLUVIUM) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), with SAND layers, brown to gray, moist, very stiff (GLACIAL TILL) CLAYEY SAND (SC), with SILT layers, brown, moist, very stiff (GLACIAL TILL) END OF BORING 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-3-5 (8) 12" 5-6-7 (13) 16" 5-7-8 (15) 18" 4-7-9 (16) 16" 5-7-10 (17) 18" 5-7-9 (16) 18" qₚ tsf MC %Tests or Remarks Installed temporary piezometer Water observed at 3.1 feet in temporary piezometer when rechecked on 07/25/2025. Water observed at 3.7 feet in temporary piezometer when rechecked on 07/21/2025. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:PZ-1 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182761.0 EASTING:559666.2 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:07/18/25 END DATE:07/18/25 SURFACE ELEVATION:991.6 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2505556 Braun Intertec Corporation Print Date:10/06/2025 PZ-1 page 1 of 1 Elev./ Depth ft 991.8 0.5 988.3 4.0 980.3 12.0 978.8 13.5 977.8 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace Gravel, trace roots, black, moist (TOPSOIL) CLAYEY SAND (SC), trace Gravel, brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), with Sand seams, trace Gravel, dark gray, moist, very stiff (GLACIAL TILL) LEAN CLAY (CL), dark gray, moist, stiff (GLACIAL TILL) END OF BORING 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-2 (4) 6" 4-4-6 (10) 10" 5-7-8 (15) 12" 6-7-15 (22) 14" 7-9-12 (21) 14" 5-5-7 (12) 18" qₚ tsf MC %Tests or Remarks Installed temporary piezometer Water observed at 7.0 feet in temporary piezometer when rechecked on 07/25/2025. Water observed at 7.5 feet in temporary piezometer when rechecked on 07/21/2025. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2505556 Geotechnical Evaluation Santa Vera Phase 2 Laredo Drive & Del Rio Drive Chanhassen, Minnesota BORING:PZ-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:182678.5 EASTING:559691.9 DRILLER:B. Kammermeier LOGGED BY:J. Rosenquist START DATE:07/18/25 END DATE:07/18/25 SURFACE ELEVATION:992.3 ft RIG:7506 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2505556 Braun Intertec Corporation Print Date:10/06/2025 PZ-2 page 1 of 1 Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Group Symbol Group NameB Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW Well-graded gravelE Cu < 4 and/or (Cc < 1 or Cc > 3)D GP Poorly graded gravelE Fines classify as ML or MH GM Silty gravelE F G Fines Classify as CL or CH GC Clayey gravelE F G Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW Well-graded sandI Cu < 6 and/or (Cc < 1 or Cc > 3)D SP Poorly graded sandI Fines classify as ML or MH SM Silty sandF G I Fines classify as CL or CH SC Clayey sandF G I CL Lean clayK L M PI < 4 or plots below "A" lineJ ML SiltK L M Organic OL CH Fat clayK L M MH Elastic siltK L M Organic OH PT Peat Highly Organic Soils Silts and Clays (Liquid limit less than 50) Silts and Clays (Liquid limit 50 or more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic PI > 7 and plots on or above "A" lineJ PI plots on or above "A" line PI plots below "A" line Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Coarse-grained Soils (more than 50% retained on No. 200 sieve)Fine-grained Soils (50% or more passes the No. 200 sieve) Sands (50% or more coarse fraction passes No. 4 sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines (More than 12% finesC) Clean Sands (Less than 5% finesH) Sands with Fines (More than 12% finesH) Gravels (More than 50% of coarse fraction retained on No. 4 sieve) Liquid Limit −oven dried Liquid Limit −not dried <0.75 Organic clay K L M N Organic silt K L M O Liquid Limit −oven dried Liquid Limit −not dried <0.75 Organic clay K L M P Organic silt K L M Q Particle Size Identification Boulders.............. over 12" Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A.Based on the material passing the 3-inch (75-mm) sieve. B.If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay D.Cu = D60 / D10 Cc = 𝐷30 2 / (𝐷10 𝑥𝐷60) E.If soil contains ≥ 15% sand, add "with sand" to group name. F.If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. G. If fines are organic, add "with organic fines" to group name. H. Sands with 5 to 12%fines require dual symbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay I.If soil contains ≥ 15% gravel, add "with gravel" to group name. J. If Atterberg limits plot in hatched area, soil is CL-ML, silty clay. K.If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q.PI plots below “A” line. Laboratory Tests DD Dry density,pcf qp Pocket penetrometer strength, tsf WD Wet density, pcf qU Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, %PL Plastic limit OC Organic content, %PI Plasticity index Consistency of Blows Approximate Unconfined Cohesive Soils Per Foot Compressive Strength Very soft................... 0 to 1 BPF................... < 0.25 tsf Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium.................... 5 to 8 BPF .................. 0.5 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: Blows/N-value: Blows indicate the driving resistance recorded for each 6-inch interval. The reported N-value is the blows per foot recorded by summing the second and third interval in accordance with the Standard Penetration Test, ASTM D1586. Partial Penetration:If the sampler could not be driven through a full 6-inch interval, the number of blows for that partial penetration is shown as #/x" (i.e. 50/2"). The N-value is reported as "REF" indicating refusal. Recovery: Indicates the inches of sample recovered from the sampled interval. For a standard penetration test, full recovery is 18", and is 24" for a thinwall/shelby tube sample. WOH: Indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WOR: Indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. Water Level: Indicates the water level measured by the drillers either while drilling ( ), at the end of drilling ( ), or at some time after drilling ( ). Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist: Damp but no visible water. Wet: Visible free water, usually soil is below water table. 5/2021 Appendix B: Drainage Maps (Existing & Proposed Conditions) |||||||||||||||||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UEGGGGGG G G G G GGGGGGGGGGGG GGGGGGGG606050 5050XXXXX X15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCP8" METAL8" PVC8" METAL8" VCP (PER PLAN)GMEMGM2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERW O O D SH E DDeck SIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVE PID: 257620020OWNER: SANTA VERA APARTMENTS LLCPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUS TRAIL BITUMINOUS TRAILBITUMINOUS PARKING LOTSIGN "15MPH"1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL4' WOODRET. WALLUNKNOWN UPSTREAMSANITARY LOCATIONTTCHAIN LINKFENCE1' BLOCKRET. WALLCABXSATELLITE DISHCABX10 1010101010101010 10 10 10 101010ROOF OVERHANGROOF OVERHANG12" RCP21" RCP12" PVC1 8 " P V C 8" PVC (PER PLAN) 8" DIP (PER PLAN)6" DIP (PER PLAN)8" DIP (PER PLAN) 8" PVC (PER PLAN)8" CIP (PER PLAN)8" ABS (PER PLAN)8" ABS (PER PLAN)SAN SEWER (PER GSOC)WATER 6" DIP (PER GSOC & PLAN)50 DELRIODRIVE5021" RCPPORTABLESHEDCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOODBENCHESFIRE PITCONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTNO PARKINGDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04HYDSSSSMHRE=988.50INV=975.88 WINV=975.85 E#111-20" ash#113-10" spruce#114-28" maple#116-60" basswood, multi-stem#117-30" maple#110-16" pine#109-30" maple#108-22" maple#107-26" maple#106-14" pine#112-22 maple#105-22" pine#104-15" pine#102-14" pine#101-15" ash#100-14" ash#98-20" spruce#99-18" maple#103-16" pine#97-15" spruce#96-20" mapleCBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WSSSSMHRE=995.24CBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW#86-50" cottonwood#85-20" cottonwood#95-48" maple#92-15" maple#126-11" cottonwood#118-28" maple#7-18" poplar#14-11" boxelder#13-60" cottonwood#15-11" boxelder#20-10" boxelderHYD TNH996.69CSSSSSMHRE=993.60INV=983.83 NEINV=983.86 SW (ORIFICE, NO PIPE)SSSSMHRE=994.50INV=982.01 SWINV=982.60 NWINV=982.08 E#41-10" boxelder#21-boxelder, 3-stem(10,10,10)#38-10" boxelder#42-10" boxelder#43-14" boxelder#44-16" boxelder#51-11" boxelder#52-10" boxelder#53-12" boxelder#54-11" boxelder#56-10" ash#57-10" ash#61-basswood, 4-stem(8,8,6,4)#63-12" crabapple#62-10" boxelder#64-14" ash#65-10" ash#66-10" ash#67-12" ash#74-10" boxelder#73-14" boxelder#68-silver maple, 3-stem(8,5,4)#71-15" maple#72-15" mapleGM#127-12" cottonwood#128-cottonwood, 2-stem(10,8)#129-10" mapleAREA : 167713.25 SF3.85 ACRES8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"47.222 . 5 46.222 . 1 46.222 . 2 70.516 . 1 23.514 . 2 16.522 . 517.214 . 1 23.516 . 1 68.822 . 2 46.222 . 1 1. 0 24 . 0 31.81. 0 8.61. 0 43.24. 0 24.040 . 6 83.624 . 0 83.04. 0 24.08.631.842.61. 0 48.61005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 990 991 992 993 994 992 993 994993994995996 992 99 3 990 991 992 993991992 996 997 998 9991000 99899910001001100110021002100310031004100410051005 99699799899910001001 992 993 994995 991 99299 3 991 992 993 991 992 993 995 991991991992993994995996997991990 991 992 993 994 990 989 989 997 996989 989 988 995996 997998 9991000 10011002 1003 1004 10059991000100110021003992993 99 4 995 996 997 998997 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60#1-boxelder, 3-stem(8,8,8)#2-13" boxelder#5-poplar, 2-stem(15,13)#3-boxelder, 3-stem(8,8,4)#6-poplar, 4-stem(20,20,20,10)#8-13" poplar#22-poplar, 2-stem(20,16)#23-poplar, 2-stem(24,12)#24-poplar, 2-stem(20,20)#25-poplar, 2-stem(10,6)#4-boxelder, 4-stem(10,8,6,5)#12-10" boxelder#84-16" boxelder#83-14" boxelder#81-11" boxelder#82-20" crabapple#87-12" maple#88-ash, 2-stem(8,8)#89-22" maple#90 15" maple#91-16" maple#94-18" maple#93-15" maple#131-10" red cedar#133-12" cottonwood#132-10" red cedar#79-15" crabapple#80-12" crabapple#78-boxelder, 4-stem(8,8,6,6)#125-10" elm#124-10" red cedar#123-14" cottonwood#122-10 cottonwood#121-30" cottonwood#120-18" cottonwood#119-10" cottonwood#26-poplar, 3-stem(20,14,14)#27-20" poplar#28-24" poplar#29-14" poplar#33-11" poplar#32-20" poplar#30-30" poplar#31-poplar, 2-stem(14,14)#9-boxelder, 2-stem(10,8)#10-poplar, 2-stem(42,13)#11-35' spruce#16-20" poplar#19-26" poplar#18-24" poplar#17-24" poplar#37-10" boxelder#35-10" boxelder#36-10" boxelder#34-10" boxelder#48-10" boxelder#39-36" poplar#40-36" poplar#55-10" ash#45-11" boxelder#47-14" boxelder#46-10" boxelder#49-11" boxelder#50-silver maple, 5-stem(12,12,9,6,4)#59-10" maple#60-silver maple, 4-stem(18,16,10,8)#70-26" silver maple#58-10 ash#69-16" silver maple#75-12" elm#76-14" ash#130-15" cottonwood#77-15' red cedarE1E2DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\DEMOLITION PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:1RPBCWD Rev-107.21.2025Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PE2RPBCWD Rev-207.29.20253CITY COMMENTS01.16.2026EXISTINGDRAINAGE MAPSCALE IN FEET06030-1.50%1000.00LEGENDPROPERTY BOUNDARYEXISTING CONTOURPROPOSED CONTOURSETBACK LINERIGHT OF WAY LINEEASEMENTSTANDARD CURB AND GUTTERSTORM SEWERFLARED END SECTIONRETAINING WALLDRAINTILEGRADING LIMITSSPOT ELEVATIONFLOW DIRECTIONEMERGENCY OVERFLOWDRAINAGE AREA LABELBEST MANAGEMENT PRACTICE (BMP) LABELLODDE.O.SPOT ELEV. LABELSM.E.=MATCH EXISTINGTW=TOP OF WALLBW=BOTTOM OF WALLTC=TOP OF CURBXXXXDRAINAGE SUMMARYSITE DATATOTAL SITE AREA:IMPERVIOUS AREA:PERVIOUS AREA:3.85 ACRES0.83 ACRES3.02 ACRESAPPENDIX B3.90 ACRES0.87 ACRES3.03 ACRESWITH R.O.W.HEADWATERS 10650 RED CIRCLE DRIVE, SUITE 200 MINNETONKA, MN 55343 UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9 9 2 9 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 997 996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD D2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD DDSTORMWATER RETENTION(NURP) BASINS±44,100 C.F. COMBINEDTOTAL LIVE STORAGE±8,420 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 992.00E.O. SPILLWAY: 991.50HWL: 991.08WQVE: 989.40NWL: 987.30RE-USE SHUTOFF: 986.00BOTTOM: 983.00DLOD LODLODLODLOD LOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODL O D LODLODLOD LODLODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD HYD UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9929 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 997996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.609 9 4 996995996 99 3 996992 99 1 98 9 986992993994994994991992 99198898699199299 2 996997998999989 990 991 992 993 988 990987 9949989979989969959969 9 7 99 8 99298999399499 5996997995995 993 994 989997999996 988993992 990990991992993 993986 996 98699599499499 0 99298998 7 992988 990 992992 989-2.5%-2.0%-1.7%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-1.5%-1.5%-1.5%-2.5%-3.0%-3.0%-3.7%-2.4%-2. 0 %-7.6%-0.5%-24.9%-15.3%-1.5% -22.1%-20.7%-19 .7%-2.0%-2.0%-2.8%-2.5%-1.5%-2.0%-4.3%-2.3%-1.9%- 2 . 1% -1. 6 % -1.5% -1. 5 %-5.0%-1.5%-1.6%-20.0%-2.0%-2.0% -1.7%-33.3%-33.3%-33.3%-18 . 0 %-2.4%-1.5%99 3 992 994 996995-1.7%-1.4%P1P2P3P4P5-1.7%-3.5%-2.5%992 983 98 6986 990988-33.3% 98 8 987983983992990 992987-33.3%-33.3%-33.3%990 988988 - 3 3 . 3% 997 995994993992998-1.50%1000.00DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\GRADING PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:1RPBCWD Rev-107.21.2025Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PE2RPBCWD Rev-207.29.20253CITY COMMENTS01.16.2026PROPOSEDDRAINAGE MAPLEGENDSCALE IN FEET06030PROPERTY BOUNDARYEXISTING CONTOURPROPOSED CONTOURSETBACK LINERIGHT OF WAY LINEEASEMENTSTANDARD CURB AND GUTTERSTORM SEWERFLARED END SECTIONRETAINING WALLDRAINTILEGRADING LIMITSSPOT ELEVATIONFLOW DIRECTIONEMERGENCY OVERFLOWDRAINAGE AREA LABELBEST MANAGEMENT PRACTICE (BMP) LABELLODDE.O.SPOT ELEV. LABELSM.E.=MATCH EXISTINGTW=TOP OF WALLBW=BOTTOM OF WALLTC=TOP OF CURBXXXXDRAINAGE SUMMARYSITE DATATOTAL SITE AREA:IMPERVIOUS AREA:PERVIOUS AREA:3.85 ACRES1.94 ACRES1.91 ACRESAPPENDIX B3.90 ACRES1.98 ACRES1.92 ACRESWITH R.O.W.3333HEADWATERS 10650 RED CIRCLE DRIVE, SUITE 200 MINNETONKA, MN 55343 Appendix C: HydroCAD Model Output (Existing & Proposed Conditions) Existing Conditions E-ROW R.O.W. E1 North E2 South ET Existing Total Routing Diagram for 3_HCAD_Santa Vera Apts_Chanhassen MN_07-28-2025 Prepared by Measure Group LLC, Printed 7/29/2025 HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 3_HCAD_Santa Vera Apts_Chanhassen MN_07-28-2025 Printed 7/29/2025Prepared by Measure Group LLC Page 2HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.030 80 >75% Grass cover, Good, HSG D (E-ROW, E1, E2) 0.870 98 Paved parking, HSG D (E-ROW, E1, E2) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=2.34"Subcatchment E-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.18 cfs 0.010 af Runoff Area=0.550 ac 16.36% Impervious Runoff Depth=1.40"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=1.06 cfs 0.064 af Runoff Area=3.300 ac 22.42% Impervious Runoff Depth=1.49"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=5.25 cfs 0.409 af Inflow=6.12 cfs 0.483 afReach ET: Existing Total Outflow=6.12 cfs 0.483 af MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E-ROW: R.O.W. Runoff = 0.18 cfs @ 12.10 hrs, Volume= 0.010 af, Depth= 2.34" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment E-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.050 ac Runoff Volume=0.010 af Runoff Depth=2.34" Tc=7.0 min CN=80/98 0.18 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 1.06 cfs @ 12.14 hrs, Volume= 0.064 af, Depth= 1.40" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.090 98 Paved parking, HSG D 0.460 80 >75% Grass cover, Good, HSG D 0.550 83 Weighted Average 0.460 80 83.64% Pervious Area 0.090 98 16.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E1: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.550 ac Runoff Volume=0.064 af Runoff Depth=1.40" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 1.06 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 5.25 cfs @ 12.24 hrs, Volume= 0.409 af, Depth= 1.49" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.740 98 Paved parking, HSG D 2.560 80 >75% Grass cover, Good, HSG D 3.300 84 Weighted Average 2.560 80 77.58% Pervious Area 0.740 98 22.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 300 0.0500 0.29 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E2: South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=3.300 ac Runoff Volume=0.409 af Runoff Depth=1.49" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 5.25 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_Santa Vera Apts_Cha Printed 7/29/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.900 ac, 22.31% Impervious, Inflow Depth = 1.48" for 2y 24hr event Inflow = 6.12 cfs @ 12.21 hrs, Volume= 0.483 af Outflow = 6.12 cfs @ 12.21 hrs, Volume= 0.483 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.900 ac 6.12 cfs 6.12 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=3.68"Subcatchment E-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.29 cfs 0.015 af Runoff Area=0.550 ac 16.36% Impervious Runoff Depth=2.56"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=2.02 cfs 0.117 af Runoff Area=3.300 ac 22.42% Impervious Runoff Depth=2.66"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=9.79 cfs 0.732 af Inflow=11.44 cfs 0.865 afReach ET: Existing Total Outflow=11.44 cfs 0.865 af MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E-ROW: R.O.W. Runoff = 0.29 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 3.68" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment E-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.050 ac Runoff Volume=0.015 af Runoff Depth=3.68" Tc=7.0 min CN=80/98 0.29 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 2.02 cfs @ 12.14 hrs, Volume= 0.117 af, Depth= 2.56" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.090 98 Paved parking, HSG D 0.460 80 >75% Grass cover, Good, HSG D 0.550 83 Weighted Average 0.460 80 83.64% Pervious Area 0.090 98 16.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E1: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.550 ac Runoff Volume=0.117 af Runoff Depth=2.56" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 2.02 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 9.79 cfs @ 12.24 hrs, Volume= 0.732 af, Depth= 2.66" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.740 98 Paved parking, HSG D 2.560 80 >75% Grass cover, Good, HSG D 3.300 84 Weighted Average 2.560 80 77.58% Pervious Area 0.740 98 22.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 300 0.0500 0.29 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E2: South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=3.300 ac Runoff Volume=0.732 af Runoff Depth=2.66" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 9.79 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_Santa Vera Apts_C Printed 7/29/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.900 ac, 22.31% Impervious, Inflow Depth = 2.66" for 10y 24hr event Inflow = 11.44 cfs @ 12.21 hrs, Volume= 0.865 af Outflow = 11.44 cfs @ 12.21 hrs, Volume= 0.865 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.900 ac 11.44 cfs 11.44 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 13HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth=6.75"Subcatchment E-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.48 cfs 0.028 af Runoff Area=0.550 ac 16.36% Impervious Runoff Depth=5.42"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=3.97 cfs 0.248 af Runoff Area=3.300 ac 22.42% Impervious Runoff Depth=5.54"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=18.97 cfs 1.525 af Inflow=22.22 cfs 1.801 afReach ET: Existing Total Outflow=22.22 cfs 1.801 af MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 14HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E-ROW: R.O.W. Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.028 af, Depth= 6.75" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 Weighted Average 0.010 80 20.00% Pervious Area 0.040 98 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment E-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.050 ac Runoff Volume=0.028 af Runoff Depth=6.75" Tc=7.0 min CN=80/98 0.48 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 15HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 3.97 cfs @ 12.14 hrs, Volume= 0.248 af, Depth= 5.42" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.090 98 Paved parking, HSG D 0.460 80 >75% Grass cover, Good, HSG D 0.550 83 Weighted Average 0.460 80 83.64% Pervious Area 0.090 98 16.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E1: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.550 ac Runoff Volume=0.248 af Runoff Depth=5.42" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 3.97 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 16HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 18.97 cfs @ 12.23 hrs, Volume= 1.525 af, Depth= 5.54" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.740 98 Paved parking, HSG D 2.560 80 >75% Grass cover, Good, HSG D 3.300 84 Weighted Average 2.560 80 77.58% Pervious Area 0.740 98 22.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 300 0.0500 0.29 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E2: South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=3.300 ac Runoff Volume=1.525 af Runoff Depth=5.54" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 18.97 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 17HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.900 ac, 22.31% Impervious, Inflow Depth = 5.54" for 100y 24hr event Inflow = 22.22 cfs @ 12.21 hrs, Volume= 1.801 af Outflow = 22.22 cfs @ 12.21 hrs, Volume= 1.801 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.900 ac 22.22 cfs 22.22 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 18HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.050 ac 80.00% Impervious Runoff Depth>6.96"Subcatchment E-ROW: R.O.W. Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.01 cfs 0.029 af Runoff Area=0.550 ac 16.36% Impervious Runoff Depth>6.96"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min AMC Adjusted CN=98/98 Runoff=0.10 cfs 0.319 af Runoff Area=3.300 ac 22.42% Impervious Runoff Depth>6.96"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min AMC Adjusted CN=98/98 Runoff=0.63 cfs 1.913 af Inflow=0.74 cfs 2.261 afReach ET: Existing Total Outflow=0.74 cfs 2.261 af Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 19HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E-ROW: R.O.W. Runoff = 0.01 cfs @ 121.26 hrs, Volume= 0.029 af, Depth> 6.96" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.040 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.050 94 98 Weighted Average, AMC Adjusted 0.010 80 98 20.00% Pervious Area, AMC Adjusted 0.040 98 98 80.00% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment E-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.050 ac Runoff Volume=0.029 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.01 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 20HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 0.10 cfs @ 121.30 hrs, Volume= 0.319 af, Depth> 6.96" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.090 98 Paved parking, HSG D 0.460 80 >75% Grass cover, Good, HSG D 0.550 83 98 Weighted Average, AMC Adjusted 0.460 80 98 83.64% Pervious Area, AMC Adjusted 0.090 98 98 16.36% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E1: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.550 ac Runoff Volume=0.319 af Runoff Depth>6.96" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min AMC Adjusted CN=98/98 0.10 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 21HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 0.63 cfs @ 121.39 hrs, Volume= 1.913 af, Depth> 6.96" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.740 98 Paved parking, HSG D 2.560 80 >75% Grass cover, Good, HSG D 3.300 84 98 Weighted Average, AMC Adjusted 2.560 80 98 77.58% Pervious Area, AMC Adjusted 0.740 98 98 22.42% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 300 0.0500 0.29 Sheet Flow, Sheet Flow Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment E2: South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=3.300 ac Runoff Volume=1.913 af Runoff Depth>6.96" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min AMC Adjusted CN=98/98 0.63 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_Santa Vera Apts_ Printed 7/29/2025Prepared by Measure Group LLC Page 22HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.900 ac, 22.31% Impervious, Inflow Depth > 6.96" for Snowmelt_10d_100yr event Inflow = 0.74 cfs @ 121.35 hrs, Volume= 2.261 af Outflow = 0.74 cfs @ 121.35 hrs, Volume= 2.261 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.900 ac 0.74 cfs 0.74 cfs Proposed Conditions P-ROW R.O.W. P1 North UncontrolledP2 Existing Rerouted P3 To North Basin P4 To South Basin P5 East Uncontrolled PT Proposed Total NURP NURP Basin S Total South Routing Diagram for 3_HCAD_SV Apts_12-29-2025 Prepared by Measure Group LLC, Printed 12/30/2025 HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 2HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.910 80 >75% Grass cover, Good, HSG D (P-ROW, P1, P2, P3, P4, P5) 2.000 98 Paved parking, HSG D (P-ROW, P2, P3, P4, P5) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.060 ac 83.33% Impervious Runoff Depth=2.39"Subcatchment P-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.22 cfs 0.012 af Runoff Area=0.220 ac 0.00% Impervious Runoff Depth=1.15"Subcatchment P1: North Uncontrolled Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 Runoff=0.36 cfs 0.021 af Runoff Area=0.690 ac 82.61% Impervious Runoff Depth=2.38"Subcatchment P2: Existing Rerouted Tc=7.0 min CN=80/98 Runoff=2.53 cfs 0.137 af Runoff Area=0.450 ac 24.44% Impervious Runoff Depth=1.52"Subcatchment P3: To North Basin Tc=7.0 min CN=80/98 Runoff=1.09 cfs 0.057 af Runoff Area=2.080 ac 57.69% Impervious Runoff Depth=2.01"Subcatchment P4: To South Basin Tc=7.0 min CN=80/98 Runoff=6.51 cfs 0.348 af Runoff Area=0.410 ac 17.07% Impervious Runoff Depth=1.41"Subcatchment P5: East Uncontrolled Tc=7.0 min CN=80/98 Runoff=0.93 cfs 0.048 af Inflow=1.90 cfs 0.623 afReach PT: Proposed Total Outflow=1.90 cfs 0.623 af Peak Elev=989.30' Storage=22,187 cf Inflow=10.13 cfs 0.542 afPond NURP: NURP Basin Primary=0.57 cfs 0.542 af Secondary=0.00 cfs 0.000 af Outflow=0.57 cfs 0.542 af Inflow=1.36 cfs 0.590 afLink S: Total South Primary=1.36 cfs 0.590 af MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P-ROW: R.O.W. Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 2.39" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.050 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.060 95 Weighted Average 0.010 80 16.67% Pervious Area 0.050 98 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.060 ac Runoff Volume=0.012 af Runoff Depth=2.39" Tc=7.0 min CN=80/98 0.22 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Uncontrolled Runoff = 0.36 cfs @ 12.15 hrs, Volume= 0.021 af, Depth= 1.15" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.220 80 >75% Grass cover, Good, HSG D 0.220 80 Weighted Average 0.220 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment P1: North Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.220 ac Runoff Volume=0.021 af Runoff Depth=1.15" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 0.36 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Existing Rerouted Runoff = 2.53 cfs @ 12.09 hrs, Volume= 0.137 af, Depth= 2.38" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.570 98 Paved parking, HSG D 0.120 80 >75% Grass cover, Good, HSG D 0.690 95 Weighted Average 0.120 80 17.39% Pervious Area 0.570 98 82.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P2: Existing Rerouted Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.690 ac Runoff Volume=0.137 af Runoff Depth=2.38" Tc=7.0 min CN=80/98 2.53 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: To North Basin Runoff = 1.09 cfs @ 12.10 hrs, Volume= 0.057 af, Depth= 1.52" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.110 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.450 84 Weighted Average 0.340 80 75.56% Pervious Area 0.110 98 24.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: To North Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.450 ac Runoff Volume=0.057 af Runoff Depth=1.52" Tc=7.0 min CN=80/98 1.09 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: To South Basin Runoff = 6.51 cfs @ 12.10 hrs, Volume= 0.348 af, Depth= 2.01" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 1.200 98 Paved parking, HSG D 0.880 80 >75% Grass cover, Good, HSG D 2.080 90 Weighted Average 0.880 80 42.31% Pervious Area 1.200 98 57.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P4: To South Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=2.080 ac Runoff Volume=0.348 af Runoff Depth=2.01" Tc=7.0 min CN=80/98 6.51 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5: East Uncontrolled Runoff = 0.93 cfs @ 12.10 hrs, Volume= 0.048 af, Depth= 1.41" Routed to Link S : Total South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.070 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.410 83 Weighted Average 0.340 80 82.93% Pervious Area 0.070 98 17.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P5: East Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.410 ac Runoff Volume=0.048 af Runoff Depth=1.41" Tc=7.0 min CN=80/98 0.93 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.910 ac, 51.15% Impervious, Inflow Depth = 1.91" for 2y 24hr event Inflow = 1.90 cfs @ 12.11 hrs, Volume= 0.623 af Outflow = 1.90 cfs @ 12.11 hrs, Volume= 0.623 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=3.910 ac 1.90 cfs 1.90 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond NURP: NURP Basin Inflow Area = 3.220 ac, 58.39% Impervious, Inflow Depth = 2.02" for 2y 24hr event Inflow = 10.13 cfs @ 12.10 hrs, Volume= 0.542 af Outflow = 0.57 cfs @ 13.17 hrs, Volume= 0.542 af, Atten= 94%, Lag= 64.5 min Primary = 0.57 cfs @ 13.17 hrs, Volume= 0.542 af Routed to Link S : Total South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Starting Elev= 987.30' Surf.Area= 5,111 sf Storage= 8,421 cf Peak Elev= 989.30' @ 13.17 hrs Surf.Area= 8,660 sf Storage= 22,187 cf (13,766 cf above start) Plug-Flow detention time= 571.1 min calculated for 0.349 af (64% of inflow) Center-of-Mass det. time= 311.6 min ( 1,087.2 - 775.7 ) Volume Invert Avail.Storage Storage Description #1 983.00' 52,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 983.00 332 0 0 984.00 709 521 521 986.00 2,345 3,054 3,575 987.30 5,111 4,846 8,421 989.40 8,839 14,648 23,068 992.00 13,815 29,450 52,519 Device Routing Invert Outlet Devices #1 Secondary 991.50'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.20'15.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.20' / 983.00' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 990.20'4.0' long OCS Top of Weir Wall 2 End Contraction(s) #4 Device 2 989.40'6.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 987.30'4.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.57 cfs @ 13.17 hrs HW=989.30' (Free Discharge) 2=Culvert (Passes 0.57 cfs of 13.83 cfs potential flow) 3=OCS Top of Weir Wall ( Controls 0.00 cfs) 4=RC Orifice ( Controls 0.00 cfs) 5=RC Orifice (Orifice Controls 0.57 cfs @ 6.52 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.30' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond NURP: NURP Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.220 ac Peak Elev=989.30' Storage=22,187 cf 10.13 cfs 0.57 cfs 0.57 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"3_HCAD_SV Apts_12-29-2025 Printed 12/30/2025Prepared by Measure Group LLC Page 13HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.630 ac, 53.72% Impervious, Inflow Depth = 1.95" for 2y 24hr event Inflow = 1.36 cfs @ 12.10 hrs, Volume= 0.590 af Primary = 1.36 cfs @ 12.10 hrs, Volume= 0.590 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=3.630 ac 1.36 cfs 1.36 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 14HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.060 ac 83.33% Impervious Runoff Depth=3.74"Subcatchment P-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.35 cfs 0.019 af Runoff Area=0.220 ac 0.00% Impervious Runoff Depth=2.27"Subcatchment P1: North Uncontrolled Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 Runoff=0.74 cfs 0.042 af Runoff Area=0.690 ac 82.61% Impervious Runoff Depth=3.73"Subcatchment P2: Existing Rerouted Tc=7.0 min CN=80/98 Runoff=4.00 cfs 0.214 af Runoff Area=0.450 ac 24.44% Impervious Runoff Depth=2.70"Subcatchment P3: To North Basin Tc=7.0 min CN=80/98 Runoff=2.01 cfs 0.101 af Runoff Area=2.080 ac 57.69% Impervious Runoff Depth=3.29"Subcatchment P4: To South Basin Tc=7.0 min CN=80/98 Runoff=10.87 cfs 0.570 af Runoff Area=0.410 ac 17.07% Impervious Runoff Depth=2.57"Subcatchment P5: East Uncontrolled Tc=7.0 min CN=80/98 Runoff=1.77 cfs 0.088 af Inflow=3.34 cfs 1.033 afReach PT: Proposed Total Outflow=3.34 cfs 1.033 af Peak Elev=990.22' Storage=30,935 cf Inflow=16.88 cfs 0.885 afPond NURP: NURP Basin Primary=1.48 cfs 0.885 af Secondary=0.00 cfs 0.000 af Outflow=1.48 cfs 0.885 af Inflow=2.32 cfs 0.973 afLink S: Total South Primary=2.32 cfs 0.973 af MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 15HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P-ROW: R.O.W. Runoff = 0.35 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 3.74" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.050 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.060 95 Weighted Average 0.010 80 16.67% Pervious Area 0.050 98 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.060 ac Runoff Volume=0.019 af Runoff Depth=3.74" Tc=7.0 min CN=80/98 0.35 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 16HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Uncontrolled Runoff = 0.74 cfs @ 12.14 hrs, Volume= 0.042 af, Depth= 2.27" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.220 80 >75% Grass cover, Good, HSG D 0.220 80 Weighted Average 0.220 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment P1: North Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.220 ac Runoff Volume=0.042 af Runoff Depth=2.27" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 0.74 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 17HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Existing Rerouted Runoff = 4.00 cfs @ 12.09 hrs, Volume= 0.214 af, Depth= 3.73" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.570 98 Paved parking, HSG D 0.120 80 >75% Grass cover, Good, HSG D 0.690 95 Weighted Average 0.120 80 17.39% Pervious Area 0.570 98 82.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P2: Existing Rerouted Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.690 ac Runoff Volume=0.214 af Runoff Depth=3.73" Tc=7.0 min CN=80/98 4.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 18HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: To North Basin Runoff = 2.01 cfs @ 12.10 hrs, Volume= 0.101 af, Depth= 2.70" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.110 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.450 84 Weighted Average 0.340 80 75.56% Pervious Area 0.110 98 24.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: To North Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.450 ac Runoff Volume=0.101 af Runoff Depth=2.70" Tc=7.0 min CN=80/98 2.01 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 19HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: To South Basin Runoff = 10.87 cfs @ 12.10 hrs, Volume= 0.570 af, Depth= 3.29" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 1.200 98 Paved parking, HSG D 0.880 80 >75% Grass cover, Good, HSG D 2.080 90 Weighted Average 0.880 80 42.31% Pervious Area 1.200 98 57.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P4: To South Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=2.080 ac Runoff Volume=0.570 af Runoff Depth=3.29" Tc=7.0 min CN=80/98 10.87 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 20HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5: East Uncontrolled Runoff = 1.77 cfs @ 12.10 hrs, Volume= 0.088 af, Depth= 2.57" Routed to Link S : Total South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.070 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.410 83 Weighted Average 0.340 80 82.93% Pervious Area 0.070 98 17.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P5: East Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.410 ac Runoff Volume=0.088 af Runoff Depth=2.57" Tc=7.0 min CN=80/98 1.77 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 21HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.910 ac, 51.15% Impervious, Inflow Depth = 3.17" for 10y 24hr event Inflow = 3.34 cfs @ 12.11 hrs, Volume= 1.033 af Outflow = 3.34 cfs @ 12.11 hrs, Volume= 1.033 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=3.910 ac 3.34 cfs 3.34 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 22HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond NURP: NURP Basin Inflow Area = 3.220 ac, 58.39% Impervious, Inflow Depth = 3.30" for 10y 24hr event Inflow = 16.88 cfs @ 12.10 hrs, Volume= 0.885 af Outflow = 1.48 cfs @ 13.06 hrs, Volume= 0.885 af, Atten= 91%, Lag= 57.8 min Primary = 1.48 cfs @ 13.06 hrs, Volume= 0.885 af Routed to Link S : Total South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Starting Elev= 987.30' Surf.Area= 5,111 sf Storage= 8,421 cf Peak Elev= 990.22' @ 13.06 hrs Surf.Area= 10,404 sf Storage= 30,935 cf (22,515 cf above start) Plug-Flow detention time= 457.0 min calculated for 0.692 af (78% of inflow) Center-of-Mass det. time= 303.1 min ( 1,065.1 - 762.0 ) Volume Invert Avail.Storage Storage Description #1 983.00' 52,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 983.00 332 0 0 984.00 709 521 521 986.00 2,345 3,054 3,575 987.30 5,111 4,846 8,421 989.40 8,839 14,648 23,068 992.00 13,815 29,450 52,519 Device Routing Invert Outlet Devices #1 Secondary 991.50'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.20'15.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.20' / 983.00' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 990.20'4.0' long OCS Top of Weir Wall 2 End Contraction(s) #4 Device 2 989.40'6.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 987.30'4.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.44 cfs @ 13.06 hrs HW=990.22' (Free Discharge) 2=Culvert (Passes 1.44 cfs of 14.94 cfs potential flow) 3=OCS Top of Weir Wall (Weir Controls 0.03 cfs @ 0.43 fps) 4=RC Orifice (Orifice Controls 0.71 cfs @ 3.63 fps) 5=RC Orifice (Orifice Controls 0.70 cfs @ 7.99 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.30' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 23HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond NURP: NURP Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.220 ac Peak Elev=990.22' Storage=30,935 cf 16.88 cfs 1.48 cfs 1.48 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"3_HCAD_SV Apts_12-29-202 Printed 12/30/2025Prepared by Measure Group LLC Page 24HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.630 ac, 53.72% Impervious, Inflow Depth = 3.22" for 10y 24hr event Inflow = 2.32 cfs @ 12.10 hrs, Volume= 0.973 af Primary = 2.32 cfs @ 12.10 hrs, Volume= 0.973 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=3.630 ac 2.32 cfs 2.32 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 25HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.060 ac 83.33% Impervious Runoff Depth=6.82"Subcatchment P-ROW: R.O.W. Tc=7.0 min CN=80/98 Runoff=0.58 cfs 0.034 af Runoff Area=0.220 ac 0.00% Impervious Runoff Depth=5.07"Subcatchment P1: North Uncontrolled Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 Runoff=1.53 cfs 0.093 af Runoff Area=0.690 ac 82.61% Impervious Runoff Depth=6.81"Subcatchment P2: Existing Rerouted Tc=7.0 min CN=80/98 Runoff=6.69 cfs 0.391 af Runoff Area=0.450 ac 24.44% Impervious Runoff Depth=5.59"Subcatchment P3: To North Basin Tc=7.0 min CN=80/98 Runoff=3.85 cfs 0.209 af Runoff Area=2.080 ac 57.69% Impervious Runoff Depth=6.28"Subcatchment P4: To South Basin Tc=7.0 min CN=80/98 Runoff=19.14 cfs 1.089 af Runoff Area=0.410 ac 17.07% Impervious Runoff Depth=5.43"Subcatchment P5: East Uncontrolled Tc=7.0 min CN=80/98 Runoff=3.45 cfs 0.186 af Inflow=15.22 cfs 2.003 afReach PT: Proposed Total Outflow=15.22 cfs 2.003 af Peak Elev=991.08' Storage=40,579 cf Inflow=29.68 cfs 1.690 afPond NURP: NURP Basin Primary=12.20 cfs 1.690 af Secondary=0.00 cfs 0.000 af Outflow=12.20 cfs 1.690 af Inflow=13.73 cfs 1.876 afLink S: Total South Primary=13.73 cfs 1.876 af MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 26HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P-ROW: R.O.W. Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 6.82" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.050 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.060 95 Weighted Average 0.010 80 16.67% Pervious Area 0.050 98 83.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.060 ac Runoff Volume=0.034 af Runoff Depth=6.82" Tc=7.0 min CN=80/98 0.58 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 27HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Uncontrolled Runoff = 1.53 cfs @ 12.14 hrs, Volume= 0.093 af, Depth= 5.07" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.000 98 Paved parking, HSG D 0.220 80 >75% Grass cover, Good, HSG D 0.220 80 Weighted Average 0.220 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment P1: North Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.220 ac Runoff Volume=0.093 af Runoff Depth=5.07" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/0 1.53 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 28HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Existing Rerouted Runoff = 6.69 cfs @ 12.09 hrs, Volume= 0.391 af, Depth= 6.81" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.570 98 Paved parking, HSG D 0.120 80 >75% Grass cover, Good, HSG D 0.690 95 Weighted Average 0.120 80 17.39% Pervious Area 0.570 98 82.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P2: Existing Rerouted Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.690 ac Runoff Volume=0.391 af Runoff Depth=6.81" Tc=7.0 min CN=80/98 6.69 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 29HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: To North Basin Runoff = 3.85 cfs @ 12.10 hrs, Volume= 0.209 af, Depth= 5.59" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.110 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.450 84 Weighted Average 0.340 80 75.56% Pervious Area 0.110 98 24.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: To North Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.450 ac Runoff Volume=0.209 af Runoff Depth=5.59" Tc=7.0 min CN=80/98 3.85 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 30HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: To South Basin Runoff = 19.14 cfs @ 12.09 hrs, Volume= 1.089 af, Depth= 6.28" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 1.200 98 Paved parking, HSG D 0.880 80 >75% Grass cover, Good, HSG D 2.080 90 Weighted Average 0.880 80 42.31% Pervious Area 1.200 98 57.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P4: To South Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=2.080 ac Runoff Volume=1.089 af Runoff Depth=6.28" Tc=7.0 min CN=80/98 19.14 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 31HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5: East Uncontrolled Runoff = 3.45 cfs @ 12.10 hrs, Volume= 0.186 af, Depth= 5.43" Routed to Link S : Total South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.070 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.410 83 Weighted Average 0.340 80 82.93% Pervious Area 0.070 98 17.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P5: East Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.410 ac Runoff Volume=0.186 af Runoff Depth=5.43" Tc=7.0 min CN=80/98 3.45 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 32HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.910 ac, 51.15% Impervious, Inflow Depth = 6.15" for 100y 24hr event Inflow = 15.22 cfs @ 12.20 hrs, Volume= 2.003 af Outflow = 15.22 cfs @ 12.20 hrs, Volume= 2.003 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.910 ac 15.22 cfs 15.22 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 33HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond NURP: NURP Basin Inflow Area = 3.220 ac, 58.39% Impervious, Inflow Depth = 6.30" for 100y 24hr event Inflow = 29.68 cfs @ 12.09 hrs, Volume= 1.690 af Outflow = 12.20 cfs @ 12.25 hrs, Volume= 1.690 af, Atten= 59%, Lag= 9.2 min Primary = 12.20 cfs @ 12.25 hrs, Volume= 1.690 af Routed to Link S : Total South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Starting Elev= 987.30' Surf.Area= 5,111 sf Storage= 8,421 cf Peak Elev= 991.08' @ 12.25 hrs Surf.Area= 12,048 sf Storage= 40,579 cf (32,158 cf above start) Plug-Flow detention time= 262.9 min calculated for 1.497 af (89% of inflow) Center-of-Mass det. time= 194.3 min ( 945.3 - 751.1 ) Volume Invert Avail.Storage Storage Description #1 983.00' 52,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 983.00 332 0 0 984.00 709 521 521 986.00 2,345 3,054 3,575 987.30 5,111 4,846 8,421 989.40 8,839 14,648 23,068 992.00 13,815 29,450 52,519 Device Routing Invert Outlet Devices #1 Secondary 991.50'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.20'15.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.20' / 983.00' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 990.20'4.0' long OCS Top of Weir Wall 2 End Contraction(s) #4 Device 2 989.40'6.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 987.30'4.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=12.19 cfs @ 12.25 hrs HW=991.08' (Free Discharge) 2=Culvert (Passes 12.19 cfs of 15.91 cfs potential flow) 3=OCS Top of Weir Wall (Weir Controls 10.27 cfs @ 3.06 fps) 4=RC Orifice (Orifice Controls 1.13 cfs @ 5.75 fps) 5=RC Orifice (Orifice Controls 0.80 cfs @ 9.15 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.30' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 34HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond NURP: NURP Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.220 ac Peak Elev=991.08' Storage=40,579 cf 29.68 cfs 12.20 cfs 12.20 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"3_HCAD_SV Apts_12-29-20 Printed 12/30/2025Prepared by Measure Group LLC Page 35HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.630 ac, 53.72% Impervious, Inflow Depth = 6.20" for 100y 24hr event Inflow = 13.73 cfs @ 12.22 hrs, Volume= 1.876 af Primary = 13.73 cfs @ 12.22 hrs, Volume= 1.876 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.630 ac 13.73 cfs 13.73 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 36HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.060 ac 83.33% Impervious Runoff Depth>6.96"Subcatchment P-ROW: R.O.W. Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.01 cfs 0.035 af Runoff Area=0.220 ac 0.00% Impervious Runoff Depth>6.96"Subcatchment P1: North Uncontrolled Flow Length=140' Slope=0.0400 '/' Tc=10.3 min AMC Adjusted CN=98/98 Runoff=0.04 cfs 0.128 af Runoff Area=0.690 ac 82.61% Impervious Runoff Depth>6.96"Subcatchment P2: Existing Rerouted Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.13 cfs 0.400 af Runoff Area=0.450 ac 24.44% Impervious Runoff Depth>6.96"Subcatchment P3: To North Basin Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.09 cfs 0.261 af Runoff Area=2.080 ac 57.69% Impervious Runoff Depth>6.96"Subcatchment P4: To South Basin Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.40 cfs 1.206 af Runoff Area=0.410 ac 17.07% Impervious Runoff Depth>6.96"Subcatchment P5: East Uncontrolled Tc=7.0 min AMC Adjusted CN=98/98 Runoff=0.08 cfs 0.238 af Inflow=0.50 cfs 2.251 afReach PT: Proposed Total Outflow=0.50 cfs 2.251 af Peak Elev=988.38' Storage=14,944 cf Inflow=0.62 cfs 1.867 afPond NURP: NURP Basin Primary=0.40 cfs 1.851 af Secondary=0.00 cfs 0.000 af Outflow=0.40 cfs 1.851 af Inflow=0.46 cfs 2.089 afLink S: Total South Primary=0.46 cfs 2.089 af Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 37HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P-ROW: R.O.W. Runoff = 0.01 cfs @ 121.26 hrs, Volume= 0.035 af, Depth> 6.96" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.050 98 Paved parking, HSG D 0.010 80 >75% Grass cover, Good, HSG D 0.060 95 98 Weighted Average, AMC Adjusted 0.010 80 98 16.67% Pervious Area, AMC Adjusted 0.050 98 98 83.33% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P-ROW: R.O.W. Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.013 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.060 ac Runoff Volume=0.035 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.01 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 38HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Uncontrolled Runoff = 0.04 cfs @ 121.30 hrs, Volume= 0.128 af, Depth> 6.96" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.000 98 Paved parking, HSG D 0.220 80 >75% Grass cover, Good, HSG D 0.220 80 98 Weighted Average, AMC Adjusted 0.220 80 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 140 0.0400 0.23 Sheet Flow, Sheet Flow Turf Grass Grass: Short n= 0.150 P2= 2.87" Subcatchment P1: North Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.220 ac Runoff Volume=0.128 af Runoff Depth>6.96" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min AMC Adjusted CN=98/98 0.04 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 39HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Existing Rerouted Runoff = 0.13 cfs @ 121.26 hrs, Volume= 0.400 af, Depth> 6.96" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.570 98 Paved parking, HSG D 0.120 80 >75% Grass cover, Good, HSG D 0.690 95 98 Weighted Average, AMC Adjusted 0.120 80 98 17.39% Pervious Area, AMC Adjusted 0.570 98 98 82.61% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P2: Existing Rerouted Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.690 ac Runoff Volume=0.400 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.13 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 40HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P3: To North Basin Runoff = 0.09 cfs @ 121.26 hrs, Volume= 0.261 af, Depth> 6.96" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.110 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.450 84 98 Weighted Average, AMC Adjusted 0.340 80 98 75.56% Pervious Area, AMC Adjusted 0.110 98 98 24.44% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: To North Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.450 ac Runoff Volume=0.261 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.09 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 41HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P4: To South Basin Runoff = 0.40 cfs @ 121.26 hrs, Volume= 1.206 af, Depth> 6.96" Routed to Pond NURP : NURP Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.200 98 Paved parking, HSG D 0.880 80 >75% Grass cover, Good, HSG D 2.080 90 98 Weighted Average, AMC Adjusted 0.880 80 98 42.31% Pervious Area, AMC Adjusted 1.200 98 98 57.69% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P4: To South Basin Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=2.080 ac Runoff Volume=1.206 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.40 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 42HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment P5: East Uncontrolled Runoff = 0.08 cfs @ 121.26 hrs, Volume= 0.238 af, Depth> 6.96" Routed to Link S : Total South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.070 98 Paved parking, HSG D 0.340 80 >75% Grass cover, Good, HSG D 0.410 83 98 Weighted Average, AMC Adjusted 0.340 80 98 82.93% Pervious Area, AMC Adjusted 0.070 98 98 17.07% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P5: East Uncontrolled Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" AMC=4 Runoff Area=0.410 ac Runoff Volume=0.238 af Runoff Depth>6.96" Tc=7.0 min AMC Adjusted CN=98/98 0.08 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 43HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.910 ac, 51.15% Impervious, Inflow Depth > 6.91" for Snowmelt_10d_100yr event Inflow = 0.50 cfs @ 121.96 hrs, Volume= 2.251 af Outflow = 0.50 cfs @ 121.96 hrs, Volume= 2.251 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.910 ac 0.50 cfs 0.50 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 44HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Pond NURP: NURP Basin Inflow Area = 3.220 ac, 58.39% Impervious, Inflow Depth > 6.96" for Snowmelt_10d_100yr event Inflow = 0.62 cfs @ 121.26 hrs, Volume= 1.867 af Outflow = 0.40 cfs @ 123.53 hrs, Volume= 1.851 af, Atten= 35%, Lag= 136.2 min Primary = 0.40 cfs @ 123.53 hrs, Volume= 1.851 af Routed to Link S : Total South Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Starting Elev= 987.30' Surf.Area= 5,111 sf Storage= 8,421 cf Peak Elev= 988.38' @ 123.53 hrs Surf.Area= 7,020 sf Storage= 14,944 cf (6,523 cf above start) Plug-Flow detention time= 1,472.4 min calculated for 1.658 af (89% of inflow) Center-of-Mass det. time= 157.8 min ( 7,539.4 - 7,381.6 ) Volume Invert Avail.Storage Storage Description #1 983.00' 52,519 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 983.00 332 0 0 984.00 709 521 521 986.00 2,345 3,054 3,575 987.30 5,111 4,846 8,421 989.40 8,839 14,648 23,068 992.00 13,815 29,450 52,519 Device Routing Invert Outlet Devices #1 Secondary 991.50'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.20'15.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.20' / 983.00' S= 0.0100 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 990.20'4.0' long OCS Top of Weir Wall 2 End Contraction(s) #4 Device 2 989.40'6.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads #5 Device 2 987.30'4.0" Vert. RC Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.40 cfs @ 123.53 hrs HW=988.38' (Free Discharge) 2=Culvert (Passes 0.40 cfs of 12.60 cfs potential flow) 3=OCS Top of Weir Wall ( Controls 0.00 cfs) 4=RC Orifice ( Controls 0.00 cfs) 5=RC Orifice (Orifice Controls 0.40 cfs @ 4.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.30' (Free Discharge) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 45HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Pond NURP: NURP Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.220 ac Peak Elev=988.38' Storage=14,944 cf 0.62 cfs 0.40 cfs 0.40 cfs 0.00 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20", AMC=43_HCAD_SV Apts_12-29-2 Printed 12/30/2025Prepared by Measure Group LLC Page 46HydroCAD® 10.20-7a s/n 13749 © 2025 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.630 ac, 53.72% Impervious, Inflow Depth > 6.91" for Snowmelt_10d_100yr event Inflow = 0.46 cfs @ 122.46 hrs, Volume= 2.089 af Primary = 0.46 cfs @ 122.46 hrs, Volume= 2.089 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.630 ac 0.46 cfs 0.46 cfs Appendix D: MIDS Model Output (Existing & Proposed Conditions) Project Information Calculator Version: Version 4: July 2020 Project Name:Santa Vera Apartments -Existing Conditions User Name / Company Name: Measure Group LLC Date: 07/11/2025 Project Description:Redevelopment of the Santa Vera Apartments site near downtown Chanhassen to add 28 total units of townhome- style flats from two new buildings, which will supplement the existing slab-on-grade 18-unit apartment building currently operating on-site. Project includes related parking lot, connecting drive, utilities, and stormwater management. Construction Permit?: No Site Information Retention Requirement (inches): 1.1 Site's Zip Code: 55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l): 54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 3.03 3.03 Impervious Area (acres) 0.87 Total Area (acres) 3.9 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) Total Area (acres) 0 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 3474 ft3 Volume removed by BMPs towards performance goal: ft³ Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 3.5521 acre-ft Annual runoff volume removed by BMPs: acre-ft Percent annual runoff volume removed: % Post development annual particulate P load:1.5942 lbs Annual particulate P removed by BMPs: lbs Post development annual dissolved P load: 1.304 lbs Annual dissolved P removed by BMPs: 0 lbs Total P removed by BMPs 0 lbs Percent annual total phosphorus removed: % Post development annual TSS load: 526.6 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed: % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version: Version 4: July 2020 Project Name:Santa Vera Apartments -Proposed Conditions User Name / Company Name: Measure Group LLC Date: 07/29/2025 Project Description:Redevelopment of the Santa Vera Apartments site near downtown Chanhassen to add 28 total units of townhome- style flats from two new buildings, which will supplement the existing slab-on-grade 18-unit apartment building currently operating on-site. Project includes related parking lot, connecting drive, utilities, and stormwater management. Construction Permit?: No Site Information Retention Requirement (inches): 1.1 Site's Zip Code: 55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l): 54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 1.35 1.35 Impervious Area (acres) 1.94 Total Area (acres) 3.29 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 1.35 1.35 Impervious Area (acres) 1.87 Total Area (acres) 3.22 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 7746 ft3 Volume removed by BMPs towards performance goal: 1919 ft³ Percent volume removed towards performance goal 25 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 4.8898 acre-ft Annual runoff volume removed by BMPs: 1.766 acre-ft Percent annual runoff volume removed: 36 % Post development annual particulate P load:2.1945 lbs Annual particulate P removed by BMPs: 1.994 lbs Post development annual dissolved P load: 1.796 lbs Annual dissolved P removed by BMPs: 0.9 lbs Total P removed by BMPs 2.894 lbs Percent annual total phosphorus removed: 73 % Post development annual TSS load: 724.9 lbs Annual TSS removed by BMPs:658.7 lbs Percent annual TSS removed: 91 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 2) Harvest and re-use/Cistern 1919 7467 1919 5548 26 1 - Constructed stormwater pond 0 7467 0 7467 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 2) Harvest and re-use/Cistern 0 4.7406 1.766 2.9746 37 1 - Constructed stormwater pond 4.7406 0 0 4.7406 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2) Harvest and re-use/Cistern 0 0.2128 0.0793 0.1335 37 1 - Constructed stormwater pond 2.1276 0 1.9148 0.2128 90 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2) Harvest and re-use/Cistern 0 1.3404 0.4993 0.8411 37 1 - Constructed stormwater pond 1.7408 0 0.4004 1.3404 23 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2) Harvest and re-use/Cistern 0 1.5532 0.5786 0.9746 37 1 - Constructed stormwater pond 3.8684 0 2.3152 1.5532 56 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2) Harvest and re-use/Cistern 0 70.27 26.18 44.09 37 1 - Constructed stormwater pond 702.75 0 632.48 70.27 90 BMP Schematic Appendix E: Storm Sewer Conveyance Sizing Calculations |||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UEGGGGGG G G G GGGG GGGGGGGGG GGGGGGGG15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCP8" VCP (PER PLAN)2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERW O O D SH E D SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620020OWNER: SANTA VERA APARTMENTS LLC1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL10 10101010101010101010 10 101010ROOF OVERHANGROOF OVERHANG12" RCP15 " R C P 21" RCP12" PVC1 8 " P V C 8" PVC (PER PLAN)8" DIP (PER PLAN) 8" PVC (PER PLAN)8" CIP (PER PLAN)DELRIODRIVE21" RCPROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILROCK MULCH (TYP.)ROCK MULCH (TYP.)Drainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONINV=987.35 SINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04H YDSSMHRE=988.50INV=975.88 WINV=975.85 ECBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60CBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SWAREA : 167713.25 SF3.85 ACRES8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"47.222.546.222.1 46.222 . 2 70.516 . 1 23.514 . 2 16.522 . 517.214 . 1 23.516 . 1 68.822 . 2 46.222.11.024 . 0 31.81. 0 8.61. 0 43.24. 0 24.040 . 6 83.624.0 83.04. 0 24.08.631.842.61.048.6WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD D2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD DDSTORMWATER RETENTION(NURP) BASINS±44,100 C.F. COMBINEDTOTAL LIVE STORAGE±8,420 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 992.00E.O. SPILLWAY: 991.50HWL: 991.08WQVE: 989.40NWL: 987.30RE-USE SHUTOFF: 986.00BOTTOM: 983.00DLOD LODLODLODLOD LOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD HYD |||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UEGGGGGGG G G GGGG GGGGGGGGG GGGGGGGG15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCP8" VCP (PER PLAN)2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERW O O D SH E D SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620020OWNER: SANTA VERA APARTMENTS LLC1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALL10 10101010101010101010 10 101010ROOF OVERHANGROOF OVERHANG12" RCP15 " R C P 21" RCP12" PVC1 8 " P V C 8" PVC (PER PLAN)8" DIP (PER PLAN) 8" PVC (PER PLAN)8" CIP (PER PLAN)DELRIODRIVE21" RCPROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILROCK MULCH (TYP.)ROCK MULCH (TYP.)Drainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONINV=987.35 SINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04H YDSSMHRE=988.50INV=975.88 WINV=975.85 ECBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60CBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SWAREA : 167713.25 SF3.85 ACRES8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R =171.00Δ=73°23'36"47.222.546.222.1 46.222 . 2 70.516 . 1 23.514 . 2 16.522 . 517.214 . 1 23.516 . 1 68.822 . 2 46.222.11.024 . 0 31.81. 0 8.61. 0 43.24. 0 24.040 . 6 83.624.0 83.04. 0 24.08.631.842.61.048.6WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.609 9 4 996995996 99 3 996992 99 1 98 9 986992993994994994991992 99198898699199299 2 996997998999989 990 991 992 993 988 990987 994998997998996995996997 998 992989993994995996997995995 993 994 989997999996 988993992 990990991992993 993986 996 98699599499499 0 99298998 7 992988 990 992992 989-2.5%-2.0%-1.7%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-1.5%-1.5%-1.5%-2.5%-3.0%-3.0%-3.7%-2.4%-2.0 %-7.6%-0.5%-24.9%-15.3%-1.5% -22.1%-20.7%-19 .7%-2.0%-2.0%-2.8%-2.5%-1.5%-2.0%-4.3%-2.3%-1.9%- 2 . 1% -1.6%-1.5%-1.5%-5.0%-1.5%-1.6%-20.0%-2.0%-2.0%-1.7%-33.3%-33.3%-33.3%-18 . 0 %-2.4%-1.5%99 3 992 994 996995-1.7%-1.4% -1.7%-3.5%-2.5%LODLODLODLOD LOD LODLODLODLODLODLODLOD LODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD 992 983 98 6986 990988-33.3% 98 8 987983983992990 992987-33.3%-33.3%-33.3%990 988988 - 3 3 . 3% 997 99599499399299830 LF - 15" RCP @ 1.00%DRAIN BASIN-301RIM: 991.00INV(N): 987.70INV(S): 987.70SUMP: 985.70OCS-100LOW RIM: 991.50TOP WEIR: 990.20R.C. ORIFICE: 989.40R.C. ORIFICE: 987.30INV(W): 987.30INV(N): 986.30FES-100INV: 987.30DRAIN BASIN-102RIM: 993.50INV(N): 990.82INV(NW): 988.96INV(E): 988.9630 LF - 24" HDPE @ 0.33%DRAIN BASIN-101RIM: 993.60INV(W): 988.63INV(E): 988.63SUMP: 986.63DRAIN BASIN-111RIM: 994.90INV(SE): 991.90INV(SW): 991.86SUMP: 989.8658 LF - 18" HDPE@ 0.56%78 LF - 15" HDPE@ 0.56%85 LF - 18" HDPE @ 0.56%82 LF - 15" HDPE @ 0.56%25 LF - 15" HDPE @ 0.56%50 LF - 15" HDPE @ 0.56%50 LF - 15" HDPE @ 0.56%50 LF - 15" HDPE @ 0.56%40 LF - 15" HDPE @ 0.56%60 LF - 12" HDPE @ 0.56%36 LF - 12" HDPE@ 0.56%DRAIN BASIN-103RIM: 993.50INV(N): 990.50INV(NW): 989.43INV(SE): 989.43DRAIN BASIN-104RIM: 995.30INV(NE): 990.20INV(NW): 989.87INV(SE): 989.87DRAIN BASIN-105RIM: 995.00INV(N): 990.33INV(SE): 990.33INLINE DRAIN-106RIM: 994.50INV(E): 991.82INV(N): 990.47INV(S): 990.47DRAIN BASIN-110RIM: 997.50INV(SE): 991.75INV(NE): 991.53INV(S): 991.53DRAIN BASIN-104ARIM: 993.90INV(SW):990.40SUMP:988.40INLINE DRAIN-107RIM: 994.50INV(NE): 991.70INV(N): 990.75INV(S): 990.75INLINE DRAIN-108RIM: 994.50INV(NE): 991.67INV(N): 991.03INV(S): 991.03INLINE DRAIN-109RIM: 994.50INV(N): 991.31INV(S): 991.31DRAIN BASIN-112RIM: 994.90INV(NW): 992.20SUMP: 990.2057 LF - 12" HDPE @ 0.53%93 LF - 24" HDPE@ 0.32%DRAIN BASIN-200RIM: 993.00INV(N): 987.70INV(SW): 987.70SUMP: 985.7080 LF - 24" HDPE @ 0.50%FES-200INV: 987.30FES-300INV: 987.3095 LF - 18" HDPE @ 0.42%STMH-100RIM: 990.00INV(S): 986.00INV(E): 983.20CONTRACTOR TO VERIFY EX. ELEV. PRIORTO CONNECTION AND CONTACTENGINEER W/ ANY DISCREPANCIES PRIORTO CONSTRUCTIONREPLACE EXISTING 12" STUBW/ 20 LF - 15" RCP @ 1.00%ROOF DRAIN (TYP.)INV: 992.0033 LF - 6" PVC @ 1.00%6" PVC WYE15 LF - 6" PVC @ 1.00%25 LF - 6" PVC @ 1.00%SPLASH BLOCKSPLASH BLOCKSPLASH BLOCK30 LF - 6" PVC @ 1.00%16 LF - 6" PVC@ 1.00%6" PVC WYE18 LF - 6" PVC @ 1.00%ROOF DRAIN (TYP.)INV: 991.006" PVC WYE40 LF - 6" PVC@ 1.25%10 LF - 6" PVC@ 1.67%50 LF - 6" PVC@ 1.00%75 LF - 8" HDPE @ 1.00%54 LF - 8" HDPE @ 1.00%40 LF - 8" HDPE @ 1.00%18 LF - 6" PVC@ 1.00%FES-100AINV: 987.00INLINE DRAIN-302RIM: 992.00INV(N): 988.10INV(S): 988.10INLINE DRAIN-303RIM: 994.00INV(W): 988.64INV(S): 988.64NEW GUTTER DOWNSPOUTCONNECTION (TYP. OF 3)14 LF - 15" RCP@ -2.14%STORMWATERREUSEIRRIGATIONPUMP STATION24 LF - 18" HDPE @ 0.56%INLINE DRAIN-304RIM: 995.50INV: 989.40DRAIN BASIN-100RIM: 993.30INV(SW): 988.50INV(N):987.40INV(SE):987.40SUMP: 985.40375 SF33,478 SF6,988 SF4,275 SF11,755 SF10,913 SF10,763 SF23,877 SF3,045 SF4,805 SF|||GGUEUTSCALE IN FEET06030SDescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\UTILITY PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:1RPBCWD Rev-107.21.2025Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PE2RPBCWD Rev-207.29.20253CITY COMMENTS01.16.2026LEGENDPROPOSEDPROPERTY BOUNDARYEASEMENTCURB AND GUTTERWATER MAINHYDRANTGATE VALVESANITARY SEWERSTORM SEWERFLARED END SECTION W/ RIP RAP & TRASH GUARDDRAINTILERETAINING WALLGASUNDERGROUND ELECTRICOVERHEAD ELECTRICTELEPHONE/FIBERLIGHT POLEDOEPROPOSEDCONVEYANCEAREASAPPENDIX EEXHIBIT222SEDIMENT FOREBAY3HEADWATERS 10650 RED CIRCLE DRIVE, SUITE 200 MINNETONKA, MN 55343 Project: Client: Date: Engineer: Rain Event: 10 year from to full actual Drain Basin-104A Drain Basin-104 11,755 70% 0.27 0.79 0.212 7.00 0.00 7.00 6.44 1.36 36 12 0.56%2.65 3.4 3.4 0.5 Drain Basin-112 Drain Basin-111 3,045 30% 0.07 0.57 0.039 7.00 0.00 7.00 6.44 0.25 60 12 0.56%2.65 3.4 2.1 0.2 Drain Basin-111 Drain Basin-110 10,763 70% 0.25 0.79 0.233 7.00 0.47 7.47 6.44 1.50 60 12 0.56%2.65 3.4 3.5 0.5 Drain Basin-110 Inline Drain-109 10,913 80% 0.25 0.84 0.444 7.00 0.29 7.29 6.44 2.86 40 15 0.56%4.81 3.9 4.1 0.7 Inline Drain-109 Inline Drain-108 - 0.40 0.444 7.00 0.16 7.16 6.44 2.86 50 15 0.56%4.81 3.9 4.1 0.7 Inline Drain-108 Inline Drain-107 - 0.40 0.444 7.00 0.20 7.20 6.44 2.86 50 15 0.56%4.81 3.9 4.1 0.7 Inline Drain-107 Inline Drain-106 - 0.40 0.444 7.00 0.20 7.20 6.44 2.86 50 15 0.56%4.81 3.9 4.1 0.7 Inline Drain-106 Drain Basin-105 - 0.40 0.444 7.00 0.20 7.20 6.44 2.86 25 15 0.56%4.81 3.9 4.1 0.7 Drain Basin-105 Drain Basin-104 - 0.40 0.444 7.00 0.10 7.10 6.44 2.86 82 15 0.56%4.81 3.9 4.1 0.7 Drain Basin-104 Drain Basin-103 - 0.40 0.656 7.00 0.33 7.33 6.44 4.22 78 15 0.56%4.81 3.9 4.4 0.9 Drain Basin-103 Drain Basin-102 6,988 70% 0.16 0.79 0.782 7.00 0.30 7.30 6.44 5.03 85 18 0.56%7.81 4.4 4.7 0.9 Drain Basin-102 Drain Basin-101 - 0.40 0.782 7.00 0.30 7.30 6.44 5.03 58 18 0.56%7.81 4.4 4.7 0.9 Drain Basin-101 Drain Basin-100 375 100% 0.01 0.95 0.790 7.00 0.20 7.20 6.44 5.09 24 18 0.56%7.81 4.4 4.7 0.9 Drain Basin-100 FES-100 4,275 100% 0.10 0.95 1.529 7.00 0.20 7.20 6.44 9.84 30 24 0.33%12.92 4.1 4.5 1.3 Drain Basin-200 FES-200 33,478 80% 0.77 0.84 0.646 7.00 0.00 7.00 6.44 4.16 80 24 0.50%15.90 5.1 4.2 0.7 Drain Basin-200 Drain Basin-100 33,478 80% 0.77 0.84 0.646 7.00 0.00 7.00 6.44 4.16 93 24 0.32%12.72 4.0 3.6 0.8 *Equalizer pipe between stormwater basins Inline Drain-304 Inline Drain-303 4,805 100% 0.11 0.95 0.105 7.00 0.00 7.00 6.44 0.67 75 8 1.00%1.20 3.4 3.6 0.4 Inline Drain-303 Inline Drain-302 - 0.40 0.105 7.00 0.35 7.35 6.44 0.67 54 8 1.00%1.20 3.4 3.6 0.4 Inline Drain-302 Drain Basin-301 - 0.40 0.105 7.00 0.25 7.25 6.44 0.67 40 8 1.00%1.20 3.4 3.6 0.4 Drain Basin-301 FES-300 23,877 90% 0.55 0.90 0.595 7.00 0.19 7.19 6.44 3.83 95 18 0.42%6.77 3.8 4.0 0.8 trib area (ac) FES-100A to OCS-100 to STMH-100 consist of the 15" RCP outlet pipe for controlling discharge from the stormwater management basins. It is sized as needed to control the final discharge and is smaller than the 24" ultimate outlet pipe in Laredo Drive to avoid overburdening the downstream system. Pipe Run 100A runoff (cfs) Pipe Run 300 slope (%) pipe diameter (in) pipe capacity (cfs) runoff coeff. (C) Tc (min) intensity (in/hr) time of flow (min) T (min) sum CA (ac) Storm Sewer Conveyance Spreadsheet Pete Moreau, Measure Group structure velocity (fps)depth of flow tributary area (sf) impervious (%) length (lf) Outlet Pipe Run Pipe Run 200* Santa Vera Apartments Headwaters 01/16/2026 Pipe Run 100 Page 1 of 1 Appendix F : Operations & Maintenance Documents (Declaration and Exhibits) [maintain 4" top margin] DECLARATION THIS DECLARATION is made this day of , 2026, by Douglas SVV Apartments, LLC , (Declarant), in favor of the Riley Purgatory Bluff Creek Watershed District, a governmental subdivision of the State of Minnesota with purposes and powers pursuant to Minnesota Statutes chapters 103B and 103D (RPBCWD). RECITALS WHEREAS, Declarant is the owner of real property within the City of Chanhassen, Carver County, Minnesota, platted and legally described as: Lot 2, Block 1, Saratoga 3rd Addition, according to the recorded plat thereof, Carver County, Minnesota (the Property) and no one other than Declarant , has any right, title or legal interest in the Property; and WHEREAS, the Property constitutes the entirety of the land to which RPBCWD permit #2025-012 applies; and WHEREAS, Declarant desires to subject the Property to certain conditions and restrictions related to maintenance of facilities and site conditions required by the RPBCWD as a condition of issuance of permit no. 2025-012 for the mutual benefit of the RPBCWD and Declarant. RPBCWD Declaration 11-21- 14 2 NOW, THEREFORE, Declarant makes this declaration and hereby declares that this declaration constitutes covenants to run with the Property in perpetuity, and is binding on all persons owning or acquiring any right, title or interest in the Property and their heirs, successors, personal representatives and assigns. All features requiring maintenance as specified below and on the scaled site plan for the Property attached hereto and incorporated herein as Exhibit A will be maintained in perpetuity as follows: 1. STORMWATER FACILITIES a. Stormwater retention and treatment basin(s). Stormwater retention and treatment basin(s) must be inspected at least once a year to determine if the basin’s retention and treatment characteristics are adequate and continue to perform per design. Culverts and outfall structures must be inspected at least annually and kept clear of any obstructions or sediment accumulation. Sediment accumulation must be measured by a method accurate to within one vertical foot. A storage treatment basin will be considered inadequate if sediment has decreased the wet storage volume by 50 percent of its original design volume. Based on this inspection, if the stormwater basin(s) is identified for sediment cleanout, the basin(s) will be restored to its original design contours and vegetation in disturbed areas restored within one year of the inspection date. b. Stormwater Reuse System. Raingardens, infiltration basins and filtration basins will be inspected annually to ensure continued live storage capacity at or above the design volume. Invasive vegetation, excess sediment and debris will be removed as needed and healthy plant growth will be maintained to ensure that the facilities continue to perform per design. The Stormwater Reuse System will be inspected, including inspection points designated on Exhibit A, at a minimum, on an annual basis. The Stormwater Reuse system will be maintained as specified or recommended by the manufacturer and the maintenance will include the items listed below; provided that if the items listed below conflict with the manufacturer’s final maintenance specifications or recommendations after construction of the Stormwater Reuse system, then the specification and recommendations of the manufacturer shall prevail. 1. Inspect and clean pretreatment filters, at inspection point 1, at a minimum once annually. 2. Inspect below grade storage tanks, at inspection point 1, at a minimum once annually. Clean tanks as needed, and as specified by the Manufacturer. 3. Inspect interior treatment skid components, at inspection point 1, at a minimum once annually. Clean and replace treatment skid components as specified by the Manufacturer. 3 4. Flow Meter: A flow meter will be operated and maintained to record water usage to help determine the ability of the Stormwater Reuse system to achieve estimated volume abstraction as set forth in the RPBCWD approved design. Records of maintenance of the flow meter and water usage shall be maintained for one year after submission of the annual report to the RPBCWD, as required in section (3) of the declaration. 5. Pervious Areas: The pervious areas designated on Exhibit B must be maintained in a pervious state for irrigation 3. Written Report. Property owner will submit to the RPBCWD annually a brief written report that describes the maintenance activities performed under this Declaration, including dates, locations of inspections and the maintenance activities performed. 4. Violation. The RPBCWD may seek any remedy in law or equity against the Declarant as long as the Declarant owns the Property and thereafter against the Property Owner for a violation of this declaration. “Property Owner” as used in this declaration means the owner of the Property or a lot or outlot of record within the Property to which a maintenance obligation herein applies. 5. Recitals. The recitals set forth above are expressly incorporated herein. IN WITNESS WHEREOF, the undersigned has executed this instrument the day and year first set forth. DECLARANT: By: Ryan Sailer, Manager Douglas SVV Apartments, LLC STATE OF MINNESOTA ) )ss. COUNTY OF CARVER) The foregoing instrument was acknowledged before me this day of , 2026, by [, as of ]. 4 Notary Public This instrument was drafted by: CONSENT AND SUBORDINATION Douglas SVV Apartments, LLC a Minnesota LLC, the holder of a [type of security or other legal interest in the property] dated , 2026 , filed for record with the County Registrar of Carver County, Minnesota on , as Document No. , hereby consents to the recording of the attached declaration and agrees that its rights in the property affected by the declaration will be subordinated thereto. IN WITNESS WHEREOF, Douglas SVV Apartments, LLC a Minnesota corporation, has caused this consent and subordination to be executed this day of , 2026. a Minnesota LLC By: Ryan Sailer Its: Manager STATE OF MINNESOTA ) ) ss. COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this day of , 2026, by , as of . Notary Public RPBCWD Consent & Subordination UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9 9 2 9 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 997 996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9929 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 997996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.609 9 4 996995996 99 3 996992 99 1 98 9 986992993994994994991992 99198898699199299 2 996997998999989 990 991 992 993 988 990987 9949989979989969959969 9 7 99 8 99298999399499 5996997995995 993 994 989997999996 988993992 990990991992993 993986 996 98699599499499 0 99298998 7 992988 990 992992 989-2.5%-2.0%-1.7%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-1.5%-1.5%-1.5%-2.5%-3.0%-3.0%-3.7%-2.4%-2. 0 %-7.6%-0.5%-24.9%-15.3%-1.5% -22.1%-20.7%-19 .7%-2.0%-2.0%-2.8%-2.5%-1.5%-2.0%-4.3%-2.3%-1.9%- 2 . 1% -1. 6 % -1.5% -1. 5 %-5.0%-1.5%-1.6%-20.0%-2.0%-2.0% -1.7%-33.3%-33.3%-33.3%-18 . 0 %-2.4%-1.5%99 3 992 994 996995-1.7%-1.4% -1.7%-3.5%-2.5%992 983 98 6986 990988-33.3% 98 8 987983983992990 992987-33.3%-33.3%-33.3%990 988988 - 3 3 . 3% 997 995994993992998HYD D2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD DDSTORMWATER RETENTION(NURP) BASINS±44,100 C.F. COMBINEDTOTAL LIVE STORAGE±8,420 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 992.00E.O. SPILLWAY: 991.50HWL: 991.08WQVE: 989.40NWL: 987.30RE-USE SHUTOFF: 986.00BOTTOM: 983.00DLOD LODLODLODLOD LOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODL O D LODLODLOD LODLODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD HYD -1.50%1000.00DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\GRADING PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:1RPBCWD Rev-107.21.2025Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PE2RPBCWD Rev-207.29.20253CITY COMMENTS01.16.2026LEGENDSCALE IN FEET06030PROPERTY BOUNDARYEXISTING CONTOURPROPOSED CONTOURSETBACK LINERIGHT OF WAY LINEEASEMENTSTANDARD CURB AND GUTTERSTORM SEWERFLARED END SECTIONRETAINING WALLDRAINTILEGRADING LIMITSSPOT ELEVATIONFLOW DIRECTIONEMERGENCY OVERFLOWLODDE.O.SPOT ELEV. LABELSM.E.=MATCH EXISTINGTW=TOP OF WALLBW=BOTTOM OF WALLTC=TOP OF CURBMAINTENANCEEXHIBITSTORMWATERRETENTIONBASINSTORMWATER REUSE SYSTEM(IRRIGATION PUMP STATION,INSPECTION POINT #1)STORMWATERRETENTIONBASINSEDIMENT FOREBAYEXHIBIT AHEADWATERS 10650 RED CIRCLE DRIVE, SUITE 200 MINNETONKA, MN 55343 UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UEGGGGGGG G G GGGG GGGGGGGGG GGGGGGGGXXXXXXGMEMGMSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUS TRAIL BITUMINOUS TRAILBITUMINOUS PARKING LOTSIGN "15MPH"TTCHAIN LINKFENCECABXCABX10 10101010101010101010 10 101010DELRIODRIVECABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITION#111-20" ash#113-10" spruce#114-28" maple#116-60" basswood, multi-stem#117-30" maple#110-16" pine#109-30" maple#108-22" maple#107-26" maple#106-14" pine#112-22 maple#105-22" pine#104-15" pine#102-14" pine#101-15" ash#100-14" ash#98-20" spruce#99-18" maple#103-16" pine#97-15" spruce#96-20" mapleHH#86-50" cottonwood#85-20" cottonwood#95-48" maple#92-15" maple#126-11" cottonwood#118-28" maple#7-18" poplar#14-11" boxelder#13-60" cottonwood#15-11" boxelder#20-10" boxelder#41-10" boxelder#21-boxelder, 3-stem(10,10,10)#38-10" boxelder#42-10" boxelder#43-14" boxelder#44-16" boxelder#51-11" boxelder#52-10" boxelder#53-12" boxelder#54-11" boxelder#56-10" ash#57-10" ash#61-basswood, 4-stem(8,8,6,4)#63-12" crabapple#62-10" boxelder#64-14" ash#65-10" ash#66-10" ash#67-12" ash#74-10" boxelder#73-14" boxelder#68-silver maple, 3-stem(8,5,4)#71-15" maple#72-15" mapleGM#127-12" cottonwood#128-cottonwood, 2-stem(10,8)#129-10" maple8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD STORMWATER RETENTION(NURP) BASINS±44,100 C.F. COMBINEDTOTAL LIVE STORAGE±8,420 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 992.00E.O. SPILLWAY: 991.50HWL: 991.08WQVE: 989.40NWL: 987.30RE-USE SHUTOFF: 986.00BOTTOM: 983.00HYD CONCRETESTAIRSDescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\LANDSCAPE PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalLandscape Architect under thelaws of the State of Minnesota.1RPBCWD Rev-107.21.2025Sheet:XX.XX.XX53234Joshua J McKinney, PLAN O T F O R C O N S T R U C T I O N2RPBCWD Rev-207.29.20253CITY COMMENTS01.16.2026IRRIGATIONUSAGE PLANSCALE IN FEET06030IRRIGATION EXHIBIT EXHIBIT BIRRIGATED AREA1.25 ACRES33HEADWATERS 10650 RED CIRCLE DRIVE, SUITE 200 MINNETONKA, MN 55343 218524v5 STORMWATER MAINTENANCE AGREEMENT/ BEST MANAGEMENT PRACTICE FACILITIES THIS AGREEMENT is made and entered into as of the ___ day of ________ 2026, by and between Douglas SVV Apartments LLC, a Minnesota corporation, hereinafter referred to as the “Owner” and the CITY OF CHANHASSEN, a Minnesota municipal corporation, hereinafter referred to as the “City”. RECITALS A. The Owner is the owner of certain real property located in Carver County, Minnesota, legally described in Exhibit A attached hereto (“Property”); and B. The Owner is proceeding to develop the Property; and C. The final plans for the Saratoga 3rd Addition final plat, (“Plans”), which are expressly made a part hereof, as approved or to be approved by the City, provides for detention/retention of stormwater within the confines of the Property; and D. The City and the Owner agree that the health, safety, and welfare of the residents of the City of Chanhassen, Minnesota, require that on-site stormwater management/BMP facilities be constructed and maintained on the Property; and E. The City and the Owner agree that the health, safety, and welfare of the residents of the City of Chanhassen, Minnesota, require that on-site stormwater management/BMP facilities be constructed and maintained on the Property; and F. The City requires that on-site stormwater infrastructure including but not limited to the conveyance pipes, structures, ditches, filtration basins, wet ponds, natural channel, and reuse system (“Stormwater Facilities”) as shown on the Plans be constructed and adequately maintained by the Owner as a condition of Final Plat approval; and 218524v5 G. The Owner is required to enter into this Agreement as a condition of Final Plat approval and grant to the City a license to enter the Property to inspect and, if necessary, complete work required under the terms of this Agreement. NOW, THEREFORE, in consideration of mutual covenants of the parties set forth herein and other valuable consideration, the receipt and sufficiency of which are hereby acknowledged, the parties agree as follows: 1. Construction of Stormwater Improvements. Owner shall construct the Stormwater Facilities in accordance with the plans and specifications identified in the Plans or pursuant to any modification of the Plans approved by the City during construction of the Stormwater Facilities as provided in Exhibit B. The Owner shall submit to the City any updates with “as builts” for the Stormwater Facilities within 1 year of installation. If Plan modification substantially changes the size, location, or operations and maintenance of the stormwater facility the owner shall provide updated Exhibits to the City. 2. Maintenance of Stormwater Improvements. A. The owner of the Stormwater Facilities from time-to-time, including but not limited to, Owner and its successors and assigns shall adequately maintain the Stormwater Facilities in accordance with the Stormwater Maintenance Plan and the City engineering standards for stormwater treatment facilities attached hereto as Exhibit C. This includes all pipes, channels, and other conveyances built to convey stormwater to the facility, as well as all structures, improvements, and vegetation provided to control the quantity and quality of the stormwater. Adequate maintenance is herein defined as good working condition so that these facilities are performing their design functions. B. The Owner will perform the work necessary to keep these Stormwater Facilities in good working order as appropriate. In the event a maintenance schedule for the Stormwater Facilities (including sediment removal) is outlined in Exhibit C, the schedule will be followed and comply with all applicable federal, state, and local regulations relating to the disposal of material, such as sediment. 3. Inspection and Reporting. The Owner shall cause the the Stormwater Facilities to be inspected and submit an inspection report annually and shall be responsible for the payment of any associated costs. The purpose of the inspection is to assure safe and proper functioning of the facilities. The inspection shall cover the entire facilities. Deficiencies shall be noted in the inspection report. A storage treatment basin will be considered inadequate if it is not compliant with all requirements of the approved Plan and City engineering standards set forth in Exhibit C. 4. City Access and Maintenance Rights. A. The Owner hereby grants a license to the City, its authorized agents and employees, to enter upon the Property to inspect the Stormwater Facilities whenever the City deems necessary as shown on Exhibit B, and to complete any maintenance, if necessary subject and pursuant to the terms of subparagraph B, below. The City shall provide written notice to the Owner fourteen (14) 218524v5 days prior to entry. The City shall provide the Owner, copies of the inspection findings and a directive to commence with the repairs if necessary (“Inspection Report”). B. In the event the Owner its successors and assigns, fails to maintain the Stormwater Facilities in good working condition acceptable to the City and such failure continues for 60 days after the City gives the Owner written notice of such failure, the City may enter upon the Property and take whatever steps necessary, including excavation and the storage of materials and equipment, to correct deficiencies identified in the Inspection Report. The City's notice shall specifically state which maintenance tasks are to be performed. The City may charge the costs, including assessing the City’s costs to the Owner’s property taxes, to the Owner. This provision shall not be construed to allow the City to erect any structure of permanent nature outside of the area of the Stormwater Facilities. It is expressly understood and agreed that the City is under no obligation to routinely maintain or repair said Stormwater Facilities, and in no event shall this Agreement be construed to impose any such obligation on the City. In addition, Owner agrees that it is, and will be, solely responsible to address complaints and legal claims brought by any third party with regard to the maintenance and operation and the consequences there from the Stormwater Facilities. The Owner shall defend and hold the City harmless from any such third- party claim, except to the extent of the City’s or its agents’, contractors’ or employees’ negligence or willful misconduct. 5. Reimbursement of Costs. The Owner shall reimburse the City for all costs reasonably incurred by the City in the enforcement of this Agreement, or any portion thereof, including court costs and reasonable attorneys' fees. 6. Indemnification. This Agreement imposes no liability of any kind whatsoever on the City. The Owner shall indemnify and hold harmless the City and its agents and employees against any and all claims, demands, losses, damages, and expenses (including reasonable attorneys' fees) arising out of or resulting from the Owner or the Owner’s agents’ or employees’ negligent or intentional acts, or any violation of any safety law, regulation or code in the performance of this Agreement, without regard to any inspection or review made or not made by the City, its agents or employees or failure by the City, its agents or employees to take any other prudent precautions, except to the extent of the City’s or its agents’, contractors’ or employees’ negligence or willful misconduct. In the event the City, upon the failure of the Owner to comply with any conditions of this Agreement, performs said conditions pursuant to its authority in this Agreement, the Owner shall indemnify and hold harmless the City, its employees, agents and representatives from any cost, damage or harm, except to the extent resulting from the City’s or its agents’, or employees’ negligent acts in the performance of the Owner’s required work under this Agreement. Failure to perform any of the Owner’s required work shall not be considered negligence by the City, its employees, agents or representatives. 7. Notice. All notices required under this Agreement shall either be personally delivered or be sent by certified or registered mail and addressed as follows: To the Owner: Douglas SVV Apartments LLC Attention: Ryan Sailer 10650 Red Circle Drive Suite 200 Minnetonka, MN 55343 651-271-1230 rcs@headwaters.build 218524v5 To the City: City of Chanhassen Attention: Water Resources Engineer 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 All notices given hereunder shall be deemed given when personally delivered or two business days after being placed in the mail properly addressed as provided herein. 8. Successors/Covenants Run With the Property. The terms and conditions of this Agreement shall run with the Property. All duties and obligations of Owner under this Agreement shall be duties and obligations of Owner’s successors and assigns, jointly and severally. In connection with the development of the Property, Owner, or its successors or assigns, shall record a declaration against the Property and establish a homeowner’s association to govern certain matters relating to the Property under the terms of such declaration which shall include the obligation of the homeowner’s association to comply with the terms of this Agreement. Effective upon the recording of the declaration against the Property and conveyance of a parcel within the Pioneer Ridge plat, such association, as Owner’s assign hereunder, shall thereafter be a party hereto.] 9. Covenants Run with Property. The terms and conditions of this Agreement shall run with the Property and shall be binding upon future owners of the Property. [Remainder of page intentionally left blank. Signature page follows.] 218524v5 OWNER: Douglas SVV Apartments LLC, a Minnesota LLC By: ________________________________________ Ryan Sailer Its: Manager STATE OF MINNESOTA ) ) ss. COUNTY OF HENNEPIN ) The foregoing instrument was acknowledged before me this ____ day of _______________, 202, by ______________________, the ___________________ of _______________________________, a ____________________________________, on behalf of said entity. Notary Public 218524v5 CITY: CITY OF CHANHASSEN By: ____________________________________ Elise Ryan, Mayor By: ____________________________________ Laurie Hokkanen, City Manager STATE OF MINNESOTA ) )ss. COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this _____ day of December, 2025, by Elise Ryan and Laurie Hokkanen, respectively, the Mayor and City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. ______________________________________ Notary Public DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 218524v5 MORTGAGE HOLDER CONSENT TO STORMWATER MAINTENANCE AGREEMENT ______________________________________ a ____________________________, which holds a Mortgage on all or part of the Property more particularly described in the foregoing Stormwater Maintenance Agreement, which Mortgage is dated _________________ and recorded __________________ as Document No. ____________ with the offices of the Carver County Recorder/Registrar of Titles, Minnesota, for good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, does hereby join in, consents to, and is subject to the foregoing Stormwater Maintenance Agreement. _______________________________________ By: ______________________________________ ___________________________ [print name] Its _________________________ [title] STATE OF MINNESOTA ) ( ss. COUNTY OF ___________ ) The foregoing instrument was acknowledged before me this ____ day of ____________, 2026 by ___________________________, the _____________________________ of ______________________________________ a ____________________________, on behalf of said entity. _____________________________________ Notary Public DRAFTED BY: CAMPBELL KNUTSON, P.A. Grand Oak Office Center I 860 Blue Gentian Road, Suite 290 Eagan, Minnesota 55121 Telephone: (651) 452-5000 AMP 218524v5 EXHIBIT A TO STORMWATER MAINTENANCE AGREEMENT Legal Description of the Property Lot 2, Block 1, Saratoga 3rd Addition 218524v5 EXHIBIT B Stormwater BMP Exhibit UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9 9 2 9 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 997 996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE UE UEGGGGGGG G G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP12" RCP 15" PVC15" RCP 24" RCPSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYSIGN "15MPH"CHAIN LINKFENCECABXCABX10 1010101010101010 1 0 10 10 10101012" RCP21" RCP12" PVC1 8 " P VC DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONDrainage and UtilityEasement per SARATOGA3RD ADDITIONCBRE=990.37INV=987.37 NEINV=987.35 SCBRE=990.62CBRE=990.39INV=990.39 NINV=987.36 WCBRE=988.64INV=982.90 NINV=982.87 SINV=984.64 SWCBRE=987.59INV=981.39 NINV=981.43 SINV=983.02 WCBRE=987.33CBRE=987.77INV=981.35 NINV=981.31 SCBRE=987.74INV=981.12 EINV=981.15 SSTSTMHRE=988.19INV=980.55 WINV=? NE/SESUMP=974.87WEIR=982.93NOTCH=980.59STSTMHRE=988.01STSTMHRE=988.04CBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW1005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992 . 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 9 9 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.79 9 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.59 9 8 . 5 1001.7 992.6992.8 99 0 991 99 2 993 994 99299399499399499599699 2 993 9 9 0 9 9 1 99 2 99 3991992 996 997 998 999 1000 99899910001001100110021002100310031004100410051005 99699799899910001001992 993994995991 9929 9 3 991 992 993 991 992 99 3 995 991991991992993994995996997991990 991 992 993 994 990 989 989 997996989 989 988 9 9 5 99 6 997 998999 10001001100210031004100599910001001100210039929 9 3 9 9 4 995 99 6 99 7 9 9 8 99 7 994992995996994993995WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.609 9 4 996995996 99 3 996992 99 1 98 9 986992993994994994991992 99198898699199299 2 996997998999989 990 991 992 993 988 990987 9949989979989969959969 9 7 99 8 99298999399499 5996997995995 993 994 989997999996 988993992 990990991992993 993986 996 98699599499499 0 99298998 7 992988 990 992992 989-2.5%-2.0%-1.7%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-2.0%-1.5%-1.5%-1.5%-2.5%-3.0%-3.0%-3.7%-2.4%-2. 0 %-7.6%-0.5%-24.9%-15.3%-1.5% -22.1%-20.7%-19 .7%-2.0%-2.0%-2.8%-2.5%-1.5%-2.0%-4.3%-2.3%-1.9%- 2 . 1% -1. 6 % -1.5% -1. 5 %-5.0%-1.5%-1.6%-20.0%-2.0%-2.0% -1.7%-33.3%-33.3%-33.3%-18 . 0 %-2.4%-1.5%99 3 992 994 996995-1.7%-1.4% -1.7%-3.5%-2.5%992 983 98 6986 990988-33.3% 98 8 987983983992990 992987-33.3%-33.3%-33.3%990 988988 - 3 3 . 3% 997 995994993992998HYD D2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD DDSTORMWATER RETENTION(NURP) BASINS±44,100 C.F. COMBINEDTOTAL LIVE STORAGE±8,420 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 992.00E.O. SPILLWAY: 991.50HWL: 991.08WQVE: 989.40NWL: 987.30RE-USE SHUTOFF: 986.00BOTTOM: 983.00DLOD LODLODLODLOD LOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODL O D LODLODLOD LODLODLODLODLOD LODL O D LODLODLODLODLODLODLODLODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLODLOD LOD LOD LOD LOD LOD LOD HYD -1.50%1000.00DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\GRADING PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:1RPBCWD Rev-107.21.2025Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PE2RPBCWD Rev-207.29.20253CITY COMMENTS01.16.2026LEGENDSCALE IN FEET06030PROPERTY BOUNDARYEXISTING CONTOURPROPOSED CONTOURSETBACK LINERIGHT OF WAY LINEEASEMENTSTANDARD CURB AND GUTTERSTORM SEWERFLARED END SECTIONRETAINING WALLDRAINTILEGRADING LIMITSSPOT ELEVATIONFLOW DIRECTIONEMERGENCY OVERFLOWLODDE.O.SPOT ELEV. LABELSM.E.=MATCH EXISTINGTW=TOP OF WALLBW=BOTTOM OF WALLTC=TOP OF CURBMAINTENANCEEXHIBITSTORMWATERRETENTIONBASINSTORMWATER REUSE SYSTEM(IRRIGATION PUMP STATION,INSPECTION POINT #1)STORMWATERRETENTIONBASINSEDIMENT FOREBAYEXHIBIT BHEADWATERS 10650 RED CIRCLE DRIVE, SUITE 200 MINNETONKA, MN 55343 218524v5 EXHIBIT C Stormwater Facility Operations and Maintenance Plan and Inspection Checklist The Owner, shall be vested with and shall be responsible for conducting an annual inspection of the stormwater facility as depicted and attached hereto, utilizing the stormwater facility maintenance inspection checklist, attached hereto, and shall make any repairs to the stormwater facility necessary for its intended design and function, as determined by the City’s Water Resources Engineer for the remaining life of the Stormwater Facility. Stormwater Facility Maintenance and Inspection Checklist Property Name: ___________________ Property Address: ____________________________________ Inspection Date: ___________________ Inspector: _________________ Date Last Inspected: _________ *Inspection Frequency: A = Annually BA = Bi-annually (spring & fall) M = Monthly M/A = Monthly for the first year after installation, then as needed or min. annually Maintenance Item Satisfactory Unsatisfactory Inspection Frequency* Comments/Actions Required 1. Debris Clean out Clear of trash and debris – North Basin M Clear of trash and debris – South Basin M 2. Vegetation Management Unwanted vegetation present A Maintain min. 80% surface area coverage A 3. Basin Outlets and Overflow Spillway Evidence of soil erosion on banks or contributing drainage areas & outlet – All Basins A Sediment build-up or blockage – All Basins A 218524v5 4. Roadways Street Sweeping BA Remove Debris & Sediment from Storm Inlets BA 5. Winter Maintenance Evaluate BMPs for snow & ice management to minimize chloride pollution A Select deicer materials and application rates based on pavement temperature & trend A Collect excess deicers from dry pavement and reuse during winter A 6. Storm Sewer Sump Manholes Trash/debris, oils and sediment build-up. Remove build-up when sump is >50% full M/A 7. Stormwater Reuse Reference Owner’s Manual for Checklist and Maintenance of the pump system BA Irrigation System – Check to ensure operational, winterize in the late fall BA Vertical filter wall clogging A 8. Storm Sewer Infrastructure Inspect pipes, storm sewer structures and flared end aprons for debris or sediment- Remove as needed A 9. Swales and Natural Channel Inspect Swales, remove debris as necessary, confirm there is not standing water. BA Natural Swale – Inspect for erosion issues, confirm landscape is alive and growing. BA 218524v5 Maintenance Actions Taken: [If any of the above items were marked “U” for unsatisfactory, explain the actions taken and time table for correction. Attach additional pages as necessary.] Additional Comments: (Send copy on an annual basis to City of Chanhassen at eng.chanhassen.gov) Appendix G : Chloride Management Plan protect. manage. restore. 18681 Lake Drive East Chanhassen, MN 55317 952-607-6512 www.rpbcwd.org Chloride Management Plan Overview It is the policy of the District to regulate the management of stormwater runoff to minimize the impacts of the application of chloride compounds on water resources by minimizing their use on roads, parking lots, sidewalks and other impervious surfaces. A chloride management plan for post project management of chloride must be provided when an applicant for a permit under the stormwater management rule for land disturbing activity on property other than single-family home sites. The plan must include, at a minimum: 1. Designation of an individual authorized to implement the chloride-use plan 2.Designation of a Minnesota Pollution Control Agency (MPCA)-certified salt applicator engaged in the implementation of the chloride-use plan for the site Background Elevated chloride concentrations have been found in waterbodies throughout the Twin Cities Metro Area at levels exceeding water quality standards. Chloride levels when they exceed water quality standard impact the aquatic community. The District has identified through monitoring that stormwater reaching Purgatory Creek regularly exceeds water quality standards during winter months. The chloride or salt found in the water comes from the salt that is applied to our streets, parking lots, driveways and sidewalks during winter months. In an effort to protect the District’s water resources and increase efficiency in winter best management practices, a Chloride Management Plan needs to be in place as prescribed in Subsection 3.8 of Rule J. This will require cities, the county, commercial and private applicators to both reduce chloride application rates and improve winter management practices. Chloride Management Plan The two minimum components of a chloride management plan are the designation of individual authorized to implement the plan and the designation of a MPCA certified salt applicator engaged in the implementation of the chloride-use plan for the site. Designated Individual This individual is the point of contact for any questions regarding winter maintenance on the site, including chloride application. MPCA Certified Applicator To achieve MPCA certification, an applicator must first attend a Smart Salting Training. Riley Purgatory Bluff Creek Watershed District and other organizations host these trainings free of charge throughout the year. The training offers information about best practices for managing snow and ice on roads or parking lots and sidewalks. A test is offered at the end of the workshop to earn Minnesota Pollution Control Agency (MPCA) Level 1 Certification in Snow & Ice Control Best Practices. Additional information about the trainings, including upcoming training dates is available at: www.pca.state.mn.us/water/salt-application-training Project Information Name of Proposed Project: Address or Intersection: City: RPBCWD Permit Number (if known): For Cities/Public Agencies Only: ☐ Chloride Management Plan previously submitted for the year 2 Applicant Information (Site Owner or Project Developer) Name of Permit Applicant: Address: City, State, Zip: Phone: Email: Applicant Information (Site Consulting Engineer or Project Representative) Name: Address: City, State, Zip: Phone: Email: Designated Individual Company Name: Address: City, State, Zip: Contact Name: Email Address: Phone Number: Mobile Number: MPCA Certified Individual* Company Name: Address: City, State, Zip: Contact Name: Email Address: Phone Number: Mobile Number: Class Information Level 1: ☐ Parking Lot & Sidewalk ☐ Roads Level 2: ☐ Winter Maintenance Assessment Tool Location & Date of Class: Include a photo/scanned copy of certified individual’s certificate or excel spreadsheet from the MPCA website that has certified individual’s name listed. Certification is valid for five years. MPCA website link: www.pca.state.mn.us/water/salt-application-training Signature: Printed Name: Date: To Be Completed by District: Permit # ________________________________________________ Received From__________________________________________ Date Received__________________________________________ Date Approved_________________________________________ Return to: Riley Purgatory Bluff Creek Watershed District 18681 Lake Drive East Chanhassen, MN 55317 Email: tjeffery@rpbcwd.org Appendix H: Phase I Environmental Site Assessment (01/29/2024) Appendix I: Notice of Decision Wetlands “No-Loss” (11/22/2017) Appendix J: Irrigation Usage Plan UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UE U E UEGGGGGGG G G GGGG GGGGGGGGG GGGGGGGGXXXXXXGMEMGMSIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUS TRAIL BITUMINOUS TRAILBITUMINOUS PARKING LOTSIGN "15MPH"TTCHAIN LINKFENCECABXCABX10 10101010101010101010 10 101010DELRIODRIVECABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)WOOD MULCHCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITION#111-20" ash#113-10" spruce#114-28" maple#116-60" basswood, multi-stem#117-30" maple#110-16" pine#109-30" maple#108-22" maple#107-26" maple#106-14" pine#112-22 maple#105-22" pine#104-15" pine#102-14" pine#101-15" ash#100-14" ash#98-20" spruce#99-18" maple#103-16" pine#97-15" spruce#96-20" mapleHH#86-50" cottonwood#85-20" cottonwood#95-48" maple#92-15" maple#126-11" cottonwood#118-28" maple#7-18" poplar#14-11" boxelder#13-60" cottonwood#15-11" boxelder#20-10" boxelder#41-10" boxelder#21-boxelder, 3-stem(10,10,10)#38-10" boxelder#42-10" boxelder#43-14" boxelder#44-16" boxelder#51-11" boxelder#52-10" boxelder#53-12" boxelder#54-11" boxelder#56-10" ash#57-10" ash#61-basswood, 4-stem(8,8,6,4)#63-12" crabapple#62-10" boxelder#64-14" ash#65-10" ash#66-10" ash#67-12" ash#74-10" boxelder#73-14" boxelder#68-silver maple, 3-stem(8,5,4)#71-15" maple#72-15" mapleGM#127-12" cottonwood#128-cottonwood, 2-stem(10,8)#129-10" maple8.00N16°56'27"EL=137.87meas.(137.88plat)R=474.00Δ=16°39'56"meas.(16°40'00"plat)N89°43'33"W 78.00N00°16'27"E 513.79N89°11'28"W 174.96N53°31'23"W 254.72N00°20'03"E 252.00 L=219.05R=171.00Δ=73°23'36"WEST FFE: 1000.00EAST FFE: 996.00EGRESS WINDOWLOWEST OPENING: 994.60HYD2 STORYMULTIFAMILY12 UNITSFFE: 995.00GFE: 994.832 STORYMULTIFAMILY16 UNITSFFE: 996.00GFE: 995.83HYD STORMWATER RETENTION(NURP) BASINS±44,100 C.F. COMBINEDTOTAL LIVE STORAGE±8,420 C.F. COMBINEDTOTAL DEAD STORAGETOP BERM: 992.00E.O. SPILLWAY: 991.50HWL: 991.08WQVE: 989.40NWL: 987.30RE-USE SHUTOFF: 986.00BOTTOM: 983.00HYD CONCRETESTAIRSDescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA07.11.2025CITY SUBMITTALSheet Title:Project #:Drawn By:Checked By:Issue Date:25-100PMJM04/04/2025G:\Shared Drives\Active Projects\Chanhassen\Headwaters Dev - Santa Vera Apartments\CAD\Sheets\LANDSCAPE PLAN.dwgProject Title: HEADWATERS 6757 KARMEN AVENUE ALBERTVILLE, MN Client:Date: Lic. No.:I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalLandscape Architect under thelaws of the State of Minnesota.1RPBCWD Rev-107.21.2025Sheet:XX.XX.XX53234Joshua J McKinney, PLAN O T F O R C O N S T R U C T I O N2RPBCWD Rev-207.29.20253CITY COMMENTS01.16.2026IRRIGATIONUSAGE PLANSCALE IN FEET06030IRRIGATION EXHIBITAPPENDIX JIRRIGATED AREA1.25 ACRES33HEADWATERS 10650 RED CIRCLE DRIVE, SUITE 200 MINNETONKA, MN 55343 Appendix K: Tree Canopy Abstraction Credit Results 1.Precipitation Station (pull-down menu)2.Region (from Cell 1)3. Surface (pull-down menu)4. Tree Selection Tree Type Tree SizeMinneapolis, MN Midwest Grass - HSG D BDL Broadleaf Deciduous Large5.Unit Reduction (cf/inch rainfall/inch DBH) (based on cells 2-4)0.58246. Representative Storm (inches)0.73007. Number of Trees PlantedTypical DBH (inches) for Guidance)8. DBH (inches)Tree Canopy Area (sf) (Suggested)9. Tree Canopy Area (sf) (Entered)70 16.20 12 62809 6280010. Runoff Reduction for the Representative Storm (cf)11. Base CN12. "Base" Runoff in the Area Beneath the Tree Canopy (cf)13. Runoff for the Representative Storm (cf)14. Runoff In Inches15. Adjusted Curve Number357.1 78.18 539.59 182.44 0.0349 64.5590th Percentile Storm Event (for Guidance)16. Design Storm (inches)17. Runoff from the Area Below the Tree Canopy (cf)1.048 1.1 1286.90Land Cover Type (Site Area) 18a-e. Site Areas (sf) 19. Site Curve Number 20. Site Level Runoff Without Trees (cf)Grass - HSG A 88.20 6373.44Grass - HSG BGrass - HSG CGrass - HSG D 83600Impervious Cover 86300Total 16990021. Runoff Volume for the Design Storm with Trees (cf)22. Runoff Reduction Volume (cf)564.27 722.623a.TN Concentration (mg/L) 23b.TP Concentration (mg/L)23c.TSS Concentration (mg/L)1.45 0.3 54.524a.TN Load Reduction (lbs) 24b. TP Load Reduction (lbs)24c.TSS Load Reduction (lbs)0.0654 0.0135 2.457525. Canopy Scale 56.15%26. Site Scale 11.34%% ReductionsStep 1: Enter Tree Type and Site DataStep 2: Calculate Unit Runoff Reduction Step 4: Enter the tree DBH, number of trees, canopy area and DBHStep 7: Calculate the runoff reduction volume for the design stormStep 8: Calculate the TN, TP and TSS reductions in urban runoff for the Design Storm (Cells 24a-c calculated from cell 22 and corresponding cells in 23a-c)Step 3: Identify the Representative Storm for this locationStep 5: Calculate the Runoff Reductiion Volume for the Repesentative Storm, and calculate a revised curve number for the treed area.Step 9: Represent as PercentagesStep 6: Calculate "Non-Tree" Runoff Volumes at the site and canopy scales for the Design Storm