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5_SWMP_Santa Vera Apts_2025-03-25 To: Mat Nicklay, Regulatory Program Coordinator Date: 03/25/2025 Riley Purgatory Bluff Creek Watershed District From: Pete Moreau, P.E. (MN), Measure Group Project: Santa Vera Apartments Location: 621 Santa Vera Drive, Chanhassen, MN INTRODUCTION Headwaters Development is proposing a redevelopment of the Santa Vera apartments site located just north of downtown Chanhassen. A 59-unit Multifamily apartment building is proposed south of the existing 18-unit apartment building on the same parcel. 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. EXISTING CONDITIONS The subject property is 3.85 acres. 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. Chosen Valley Testing conducted a geotechnical evaluation (Appendix A) in 2018 and a current evaluation is forthcoming from Braun Intertec (related 2025 report and data will be provided upon receipt). 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 and 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 alternative #1, or abstraction of 0.55-inches of runoff from regulated impervious surfaces. 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 data available currently in the 2018 Geotechnical Report prepared by Chosen Valley Testing (see Appendix A). Additional soil borings and infiltration testing have been ordered and the 2025 data will be provided to the district upon receipt. GROUNDWATER ANALYSIS The 2018 Geotechnical Report provided groundwater observations and feedback. They noted to expect groundwater levels to fluctuate as high as elevation 983.50 for an estimated seasonal high groundwater level. PROPOSED CONDITIONS The proposed redevelopment consists of constructing a separate multifamily apartment building, 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: Combination of catch basins equipped with sumps and skimmer hoods or rain guardian bunkers equipped with grate and sediment chamber for trapping initial sediments and debris upstream of respective treatment facilities. Primary System(s): Surface infiltration basin (pending 2025 Geotechnical testing), irrigation re-use (subsurface storage), surface biofiltration basin with phosphorus treatment amendments, and existing impervious disconnection. Control and Maintenance: Outlet control structure (OCS) downstream of the biofiltration basin. The re-use system, surface basin perimeters, and OCS are designed to be accessible for maintenance. This design proposes to significantly improve both stormwater runoff discharge quantity and quality compared to existing conditions. Below is a description of proposed drainage areas and treatment routing. • The size of the drainage area leaving the site to the north is proposed to be reduced and the existing garage structures routed through the existing green space (impervious disconnection) prior to collection within Saratoga Drive. • The existing apartment building and majority of the existing pavement (two small driveway areas excluded) are proposed to be captured with the installation of a catch basin to intercept that runoff at the low corner of the existing northeast driveway. This existing captured area plus the majority of the proposed site improvements (front half of proposed roof and proposed parking area) are first routed to the proposed infiltration basin near the east- center of the site. • The rear (west) portion of the proposed apartment building and rear yard are proposed to be routed to a subsurface storage system for irrigation re-use. • Overflow from both the infiltration basin and re-use system are routed to the proposed biofiltration basin which controls discharge of the entire south portion of the site to the existing 12” storm sewer connection to Laredo Drive. 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 3.31 1.10 10-yr 5.78 2.02 100-yr 10.60 3.84 Snowmelt 0.24 0.09 Peak Runoff Rates (CFS) - South Existing Proposed 2-yr 3.50 1.72 10-yr 6.84 6.55 100-yr 13.74 13.67 Snowmelt 0.39 0.27 Peak Runoff Rates (CFS) - Total Existing Proposed 2-yr 6.19 1.87 10-yr 11.56 7.19 100-yr 22.51 17.26 Snowmelt 0.62 0.33 VOLUME CONTROL COMPLIANCE Volume control from the proposed redevelopment conditions has been designed to provide abstraction of runoff onsite to 0.55-inches (site with restrictions) of runoff from regulated impervious surfaces and for compliance with freeboard and other pertinent criteria as follows (also see Appendix D for MIDS model output). Regulated Impervious Area (Entire Parcel Proposed Impervious Area) = 2.17 acres 2.17 cres x 0.55 inches = 4,332 CF performance goal (0.55-inches) Volume Removed by BMPs towards performance goal = 5,520 CF STORMWATER QUALITY COMPLIANCE The proposed treatment system train has been designed to exceed the applicable stormwater quality requirements as follows (also see Appendix D for MIDS model output). Pollutant Load (lbs.) Existing Conditions Proposed Uncontrolled Proposed (60/90) Goal Proposed Removed Proposed Conditions Particulate P 1.55 2.50 1.00 2.10 0.39 Dissolved P 1.27 2.04 0.82 1.62 0.43 TSS 513.1 824.9 86.0 738.9 86.0 FREEBOARD (FLOOD CONTROL) COMPLIANCE The proposed stormwater management system(s) has been designed to exceed the separation requirements to requested site features as follows. Proposed 100-year high water elevation is at least: 1) 2.0-feet below the low floor elevation of both apartment buildings. LFE = 995.00 (Existing Apartments) & 1000.00* (Proposed Apartments) Both are >2.0-feet above 100-yr HWL = 992.17 *Per RPBCWD Appendix J.1 Low-Floor Elevation Assessment: (Proposed Apartment Building) Lower-Level Garage Elevation = 989.33 Seasonal High Groundwater Estimate = 983.50 Separation of Lowest Floor to Seasonal High Groundwater (feet) = 5.83 Per Appendix J.1 Plot 1: Minimum permissible depth to water table (feet) = 5.50 for a separation of at least 65-feet from the building. 5.83’ separation > 5.50’, and a minimum of 65’ separation is provided. Therefore, the garage floor is sufficiently high with respect to the water table. Please note that additionally, a backflow preventer is proposed on the discharge pipe from garage trench drain as well as a sump pump proposed within the garage to protect the garage from backup or flooding conditions. 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 under restricted site conditions to greater than 0.55 inches over all regulated impervious surfaces • Reduces TP and TSS loading to meet/exceed applicable performance goals • Provides freeboard between low opening elevations habitable building and underground parking structures in relation to 100-year flood elevations. Measure Group, LLC Pete Moreau, P.E. (MN) Partner Phone: (641) 583-0173 Email: pmoreau@measuregrp.com APPENDICES • Appendix A: Geotechnical Evaluation Report (Prepared by CVT in 2018) • Appendix B: Drainage Maps (Existing & Proposed Conditions) • Appendix C: HydroCAD Model Output (Existing & Proposed Conditions) • Appendix D: MIDS Model Output (Existing & Proposed Conditions) • Appendix E: Irrigation Usage Plan • 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 A: Geotechnical Evaluation Report (Prepared by CVT in 2018) Design Phase Geotechnical Report: Proposed Parkview Apartments on Laredo Drive Laredo Dr. Chanhassen, Minnesota Prepared for: Steve Hansen Hansen Hometech Inc. January 15, 2018 12601.18.MNS ________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N Chosen Valley Testing C V T Chosen Valley Testing, Inc. Geotechnical Engineering and Testing, 414 37th Ave N, St. Cloud, Minnesota 56303 (320) 744-3500 fax (320) 393-3554 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N Steve Hansen January 15, 2017 Hansen Hometech Inc. 7920 Kerber Blvd. Chanhassen, MN 55317 Re: Design Phase Geotechnical Evaluation Proposed Parkview Apartments on Laredo Dr. Chanhassen, Minnesota CVT Project #12601.18.MNS Dear Mr. Hansen, As authorized, we have completed the geotechnical evaluation for the proposed Parkview Apartments on Laredo Drive in Chanhassen, MN. This letter briefly summarizes the findings in the attached report. Summary of Boring Results At the surface, most of the borings encountered slightly organic lean clay topsoil ranging between ½ to 2 feet. This was followed by mixed fill or possible fill in most of the borings, to typical depths of about 4 feet. In the two southernmost borings, a layer of topsoil fill was met below the fill and appeared to be underlain by additional fill. The natural soils below the fill and topsoil were dominated by glacial clays. These were primarily medium to stiff glacial till clays but included softer, more saturated glacio-fluvial clays in the two borings at the south end of the building. Most of the borings terminated in the stiffer glacial till clays. Two of the building borings terminated in rather dense granular materials ranging from silts to sands. Water was observed in the three southern building borings at a depth of 20 to 22 feet below the surface, or about the elevations 975 to 981 feet on the datum used to locate the borings. We would expect groundwater levels to fluctuate similarly to nearby creeks and rivers, along with local weather patterns. Water was observed in the three southern building borings at a depth of 20 to 22 feet below the surface, or about the elevations 78 to 83 ½ feet on the datum used to locate the borings. We would expect groundwater levels to fluctuate similarly to nearby creeks and rivers, along with local weather patterns. Summary of Analysis and Recommendations Based on the borings, the soils in the building area appear to consist of topsoil and fill that is underlain by generally natural glacial clays. The topsoil and fill are not suitable for foundation support and should be removed from below all building areas, along with any existing foundations, utilities or other unsuitable soils. It appears that most of the fill will be removed in order to attain basement grades. Parkview Apartments on Laredo Drive January 15, 2018 Project #: 12601.18.MNS Page - 2 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N The most of the natural soils appear relatively stiff and suitable for support of footings and the slabs. The fluvial soils, however, were much wetter and somewhat softer. With the present information, we recommend the plans be based on removing this soils from below the foundations. At the locations explored, these materials appeared to extend on the order of 5 feet below the slab, or 1 to 3 feet below footings. We recommend Chosen Valley Testing be retained to evaluate the overall grading for conformance to the analyses and recommendations in this report. Subject to these observations, changes to the soil corrections or recommendations may be deemed warranted, but are not expected. With the understood foundation loads and implementation of the earthwork recommendations, we are of the opinion that foundations may be designed to exert bearing pressures up to 4,000 psf. Based on this design bearing pressure, total post-construction settlements are expected to be on the order of 1 inch or less, and differential settlement is expected to be on the order of ½ inch or less between footings that are similarly loaded. Remarks We appreciate the opportunity to serve you. The attached report provides more details of our analysis. If you have any questions about our report, please feel free to contact us at (320) 774-3500. Sincerely, Chosen Valley Testing, Inc. Hannah Fischer Graduate Engineer Colby T. Verdegan, PE Sr. Geotechnical/Materials Engineer _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N TABLE OF CONTENTS A. INTRODUCTION ................................................................................................................................................ 2 A.1. PURPOSE ............................................................................................................................................................... 2 A.2. SCOPE .................................................................................................................................................................. 2 A.3. BORING LOCATIONS AND ELEVATIONS ......................................................................................................................... 2 A.4. GEOLOGIC BACKGROUND ......................................................................................................................................... 2 B. SUBSURFACE DATA ........................................................................................................................................... 3 B.1. STRATIFICATION ...................................................................................................................................................... 3 B.2. PENETRATION TEST AND LABORATORY TEST RESULTS ..................................................................................................... 4 B.3. GROUNDWATER DATA ............................................................................................................................................. 4 C. DESIGN DATA .................................................................................................................................................... 4 D. ANALYSIS .......................................................................................................................................................... 5 E. RECOMMENDATIONS-EXCAVATION/BACKFILL .................................................................................................. 5 E.1. GRADING RECOMMENDATIONS .................................................................................................................................. 5 E.1.a. Stripping and Excavation ............................................................................................................................ 5 E.1.b. Subgrade Evaluation and Below Footing Removals of Soft Fluvial Soils .................................................... 6 E.1.c. Oversizing ................................................................................................................................................... 6 E.1.d. Filling, Compaction, and Surface Compaction: ........................................................................................... 6 E.2. BUILDING DESIGN ................................................................................................................................................... 6 E.2.a. Foundation Depth ....................................................................................................................................... 6 E.2.b. Bearing Capacity ........................................................................................................................................ 6 E.2.c. Settlement .................................................................................................................................................. 7 E.2.d. Vapor Barrier .............................................................................................................................................. 7 E.2.e. Slab Design ................................................................................................................................................. 7 E.2.f. Below-Grade Walls ..................................................................................................................................... 7 E.2.g. Drainage .................................................................................................................................................... 7 F. PAVED AREAS .................................................................................................................................................... 7 F.1. STRIPPING AND GRADING ......................................................................................................................................... 7 F.2. FILL PLACEMENT AND COMPACTION ........................................................................................................................... 8 F.3. PAVEMENT DESIGN.................................................................................................................................................. 8 G. ESTIMATED INFILTRATION ................................................................................................................................. 8 H. CONSTRUCTION TESTING AND DOCUMENTATION ............................................................................................ 9 H.1. EXCAVATION .......................................................................................................................................................... 9 H.2. COLD WEATHER ..................................................................................................................................................... 9 H.3. CONSTRUCTION TESTING AND DOCUMENTATION .......................................................................................................... 9 I. LEVEL OF CARE ................................................................................................................................................... 9 J. CERTIFICATION ................................................................................................................................................ 10 APPENDIX ............................................................................................................................................................ 11 BORING LOCATION SKETCH LOG OF BORING # 1-8 LEGEND TO SOIL DESCRIPTION Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 2 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N Design Phase Geotechnical Report Proposed Parkview Apartments on Laredo Apartments Laredo Dr. Chanhassen, Minnesota CVT Project Number: 12601.18.MNS Date: January 15, 2018 A. Introduction The intent of this report is to present our findings to the client in the same logical sequence that led us to arrive at the opinions and recommendations expressed. Since our services often must be completed before the design is finished, assumptions are often needed to prepare a proper scope and to analyze the data. A complete and thorough review of the entire document, including its assumptions and its appendices, should be undertaken immediately upon receipt. A.1. Purpose This geotechnical report was prepared to aid in the design and construction of the proposed Parkview Apartments on Laredo Apartment Development in Chanhassen, Minnesota. Our services were authorized by the owner, Mr. Steve Hansen of Hansen Hometech, Inc. A.2. Scope To obtain data for analysis, a total of eight borings were authorized. The four borings were drilled to the planned depths of 26 feet, the remaining borings were drilled to the planned depths of 11 feet. Our engineering scope consisted of providing this report presenting our findings and geotechnical recommendations for the proposed building and pavements. A.3. Boring Locations and Elevations Preferred boring locations were indicted to Chosen Valley Testing (CVT) on a site plan provided by the designers and several were eliminated after discussion with the owners. Field locations were staked based on avoiding utilities and access around the site. The sketch in the Appendix of this report was made by superposing the plan onto a satellite view of the area, using Google Earth software, and shows the approximate boring locations as-drilled. Elevations were estimated by from topographic contours on the site plan provided. The contours appear to correspond to mapping by MnTOPO software, and should be considered approximate. A.4. Geologic Background A geotechnical report is based on subsurface data collected for the specific structure or problem. Available geologic data from the region can help interpretation of the data and is briefly summarized in this section. Geologic maps indicate that the dominant soils in the area are glacial clays. Bedrock is expected to be more than 100 feet below the surface and not a consideration for the project. Bedrock is dolostone from the Prairie De Chien Group. Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 3 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N B. Subsurface Data Procedures: The borings were performed using penetration test procedures (Method of Test D1586 of the American Society for Testing and Materials). With the penetration test procedures method, a hollow-stem auger is drilled to the desired sampling depth. A 2-inch OD sampling tube is then screwed onto the end of a sampling rod, inserted through the hole in the auger's tip, and then driven into the soil with a 140-pound hammer dropped repeatedly from a height of 30 inches above the sampling rod. The sampler is driven 18 inches into the soil, unless the material is too hard. The samples are generally taken at 2½ to 5-foot intervals. The core of soil obtained was classified and logged by the driller on site and a representative portion was then sealed and delivered to the geotechnical engineer for further review. B.1. Stratification At the surface, most of the borings encountered slightly organic lean clay topsoil ranging between ½ to 2 feet. This was followed by Smixed fill or possible fill in most of the borings, to typical depths of about 4 feet. In the two southernmost borings, a layer of topsoil fill was met below the fill and appeared to be underlain by additional fill. The natural soils below the fill and topsoil were dominated by glacial clays. These were primarily medium to stiff glacial till clays but included softer, more saturated glacio-fluvial clays in the two borings at the south end of the building. Most of the borings terminated in the stiffer glacial till clays. Two of the building borings terminated in rather dense granular materials ranging from silts to sands. For the reader’s convenience, we have summarized the soil boring data on the cross-section which follows. The reader is referred to the log sheets in the Appendix for more detailed information. 965 970 975 980 985 990 995 1000 1005 B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8Approximate Elevation (feet)Boring Number Topsoil Fill Fluviual Clay Sandy Clay Clayey Silt Silty Clayey Sand Sand Below Boring Building Borings Pavement Borings Pond BoirngN Center SW SE North South Approx. Lower Level Slab = 1092.5 feet Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 4 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N B.2. Penetration Test and Laboratory Test Results The number of blows needed for the hammer to advance the penetration test sampler is an indicator of soil characteristics. The results tend to be more meaningful for natural mineral soils, than for fill soils. In fill soils, compaction tests are more meaningful. Penetration resistance value ("N" Value) of 3 to over 23 blows per foot (BPF) was recorded in the natural clays indicating they were soft to very stiff, but mostly rather stiff to stiff. The lowest values were recorded in the pond boring (Boring B-8). In the fill soils blow counts ranged from 6 to 15 BPF. The sand layers returned penetration resistance values ranging from 22 to 33 blows per foot, indicating they were medium dense to dense. A key to descriptors used to qualify the relative density of soil (such as soft, stiff, loose, and dense) can be found on the Legend to Soil Description in the Appendix. B.3. Groundwater Data During drilling, the drillers may note the presence of moisture on the sampler, in the cuttings, or in the borehole itself. These findings are reported on the boring logs. Because water levels vary with weather, time of year, and other factors, the presence or lack of water during exploration is subject to interpretation and is not always conclusive. Water was observed in the three southern building borings at a depth of 20 to 22 feet below the surface, or about the elevations 975 to 981 feet on the datum used to locate the borings. We would expect groundwater levels to fluctuate similarly to nearby creeks and rivers, along with local weather patterns. C. Design Data Because each structure has a different loading configuration and intensity, different grades, and different structural or performance tolerances, the results of a geotechnical exploration will mean different things for different facilities. If the facility changes, Chosen Valley Testing should be contacted to discuss possible implications of the changes. Without a chance to review such changes, the recommendations of the soils engineer may no longer be valid or appropriate. The project consists of the construction of a three-story apartment building with underground parking below the buildings, as well as separate parking areas. The structure is to consist of concrete or masonry foundations, with a precast main level over the garage and wood-framing above that. Maximum foundation loads are assumed to be on the order of 250 kips per column. First level finished floor and garage floor elevations are understood to be near the elevations of 1004 and 992.5 feet on the datum used respectively. The resulting garage level appears to be about 3 ½ to 10 ½ feet below existing grades. Basement footings are assumed to be about 2 to 4 feet below the slab. We have assumed that the parking areas will experience primarily light to moderate traffic loads and Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 5 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N assumed to experience primarily auto traffic and occasional commercial truck traffic. A storm pond is to be constructed on the eastern edge of the lot. D. Analysis Based on the borings, the soils in the building area appear to consist of topsoil and fill that is underlain by generally natural glacial clays. The topsoil and fill are not suitable for foundation support and should be removed from below all building areas, along with any existing foundations, utilities or other unsuitable soils. It appears that most of the fill will be removed in order to attain basement grades. The most of the natural soils appear relatively stiff and suitable for support of footings and the slabs. The fluvial soils, however, were much wetter and somewhat softer. With the present information, we recommend the plans be based on removing this soils from below the foundations. At the locations explored, these materials appeared to extend on the order of 5 feet below the slab, or 1 to 3 feet below footings. We recommend Chosen Valley Testing be retained to evaluate the overall grading for conformance to the analyses and recommendations in this report. Subject to these observations, changes to the soil corrections or recommendations may be deemed warranted, but are not expected. We recommend using clean sands or gravels to attain final grades for buildings and pavements. These soils will have to be imported. With the understood foundation loads and implementation of the earthwork recommendations, we are of the opinion that foundations may be designed to exert bearing pressures up to 4,000 psf. Based on this design bearing pressure, total post-construction settlements are expected to be on the order of 1 inch or less, and differential settlement is expected to be on the order of ½ inch or less between footings that are similarly loaded. The remainder of the report provides more details of our recommendations. E. Recommendations-Excavation/Backfill E.1. Grading Recommendations E.1.a. Stripping and Excavation: The topsoil and fill are not suitable for foundation support and should be removed from below all building areas, along with any existing foundations, utilities or other unsuitable soils. The tabulation below shows the anticipated depth of excavation depth of fill and topsoil removal at the boring locations. Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 6 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N E.1.b. Subgrade Evaluation and Below Footing Removals of Soft Fluvial Soils: As noted earlier, the fluvial soils, were much wetter and somewhat softer than the other glacial soils. With the present information, we recommend the plans be based on removing this soils from below the foundations. At the locations explored, these materials appeared to extend on the order of 5 feet below the slab or about 1 to 3 feet below footings in the two southernmost borings (Borings B-3 and B-4). We recommend Chosen Valley Testing be retained to evaluate the overall grading for conformance to the analyses and recommendations in this report. Subject to these observations, changes to the soil corrections or recommendations may be deemed warranted, but are not expected. E.1.c. Oversizing: Any stripping or corrective excavations should be oversized at least 1 foot beyond the foundations for each foot of fill needed below footing grade. This oversizing can be reduced by up to 50% if rather precise staking is present during grading. E.1.d. Filling, Compaction, and Surface Compaction: We recommend using clean sand or gravel, having less than 10% particles passing the number 200 sieve below foundations and slab. We recommend using sand having less than 5% passing a #200 sieve as fill in the upper 4 to 6 inches of the subgrade (just below slabs). This is intended to provide a capillary break and will likely have to be imported. New fill placed on site should be placed in lifts adjusted to the compactor being used and the material being compacted. We recommend limiting lifts to no more than 1 foot, assuming large, self-propelled or tow-behind compactors are used. All materials below the building, in the oversized areas, or used as backfill for walls should be compacted to a minimum of 95% of its maximum standard Proctor density (ASTM D 698). E.2. Building Design E.2.a. Foundation Depth: We recommend placing foundations at least 48 inches below the exposed ground surface for frost protection. Interior foundations in heated areas may be placed directly below slabs. Footings for unheated structures should be placed at least 60 inches below the exposed ground surface. E.2.b. Bearing Capacity: Based on the assumed loads and implementation of the earthwork recommendations, we are of the opinion that foundations may be designed to exert pressures of up to Boring No. Approx. Ground Surface Elevation (feet) Apparent Depth of Topsoil and Fill (feet) Approx. Bottom Elevation of Fill and Topsoil (feet) Approx. Bottom of Slab Elevation Anticipated Excavation Depth Below Slabs (feet) B-1 1001 1/2 1 1000 1/2 992 0 B-2 1003 4 999 992 0 B-3 996 4 992 992 0 B-4 996 4 992 992 0 Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 7 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N 4,000 psf. This allowable bearing pressure includes a safety factor of at least 3 against shear failure. E.2.c. Settlement: Based on a bearing pressure of 4,000 psf, total post-construction settlements are expected to be on the order of 1 inch or less. Differential settlement between similarly loaded footings is expected to be on the order of ½ inch or less. E.2.d. Vapor Barrier: If the slab will receive coverings that are less permeable than concrete, a vapor barrier should be placed below the slab. Some contractors prefer to place this barrier below the sand, to limit the potential for curling. E.2.e. Slab Design: The completed slab subgrade is expected to consist of primarily engineered granular fill overlying natural sandy clays. We recommend using a modulus of subgrade reaction of no more than 150 pounds per cubic inch for these conditions. E.2.f. Below-Grade Walls: Lateral support values are provided for design of below-grade walls. Backfill should be compacted to at least 95% of its maximum standard Proctor density (ASTM D 698). Lateral resistance will depend on the materials used. We recommend using clean, free-draining sands, having less than 10% fines, as fill against below-grade walls. The sands should be capped with pavements or clayey topsoil. The table below includes support values for the recommended clean sands. These values do not include a safety factor. The actual loads exerted on the structure will depend on the movement or flexure of the structure. For sand fill, horizontal movement or flexure of about 0.2% of the height of soil retained may be sufficient to mobilize frictional forces from the at-rest state to the active state. E.2.g. Drainage: The basements walls should be provided with perimeter drainage, to prevent hydrostatic pressure on the walls and allow removal of any water that may collect in the excavation during or after construction. F. Paved Areas F.1. Stripping and Grading We recommend stripping the topsoil along from below paved areas along with any soft or otherwise Poorly Graded Sands (SP) 95% Standard Proctor Density Internal Friction Angle (degrees) 34 Cohesion (psf) 0 Coefficient of Friction between Concrete and Soil 0.50 Moist Unit Weight (pcf) 120 At-Rest Coefficient (Ko) 0.44 Active Coefficient (Ka) 0.28 Passive Coefficient (Kp) 3.54 Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 8 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N unsuitable materials that may be encountered during construction from below any paved areas to a depth of 3 feet. The near-surface soils should then be scarified to encourage uniformity and compacted as needed to pass a test roll. F.2. Fill Placement and Compaction If new fill is needed in paved areas, it should consist of a uniform soil type similar to the near-surface soils already present – which were primarily lean clays to sandy lean clays. The existing soils may be rather sensitive if very wet of saturated – though the soils were not in this conditions at the time of our exploration. As a precaution as against bad weather or unexpected soft areas or to simply provide a higher quality pavement subgrade, we recommend that plans include an option for placing a layer of sand and a geosynthetic below the pavement section. Fill placed in the upper 3 feet of the subgrade should be compacted to at least 100% of its maximum standard Proctor density. Below 3 feet, compaction to 95% is recommended. The completed pavement subgrade should be able to pass a test roll. Areas not passing the test roll should be reworked and stabilized with additional aggregate base or other means, as needed to pass the test roll. F.3. Pavement Design After stripping and grading, the soils present at subgrade elevation are expected to be primarily lean clays to sandy lean clays. We recommend using an R value of no more than 12 for the design of pavements on these materials. In the absence of traffic loading data, we suggest a light duty bituminous pavement section consisting of at least 3 inches of bituminous followed by 8 inches of aggregate base. In loading dock or truck areas that will primarily receive heavier vehicle loads, we recommend a heavy duty bituminous pavement section of 4 inches of bituminous followed by 10 inches of aggregate base. The above pavement sections assume that the subgrade has been sufficiently moistened and compacted to pass a test roll. Observation of the test roll should be documented by qualified geotechnical personnel. The necessity of scarifying and compacting the subgrade would be determined by the test roll. The pavement section should be considered preliminary, subject to review by the project engineering consultant, and subject to their experience with pavement design and performance in the area of the project. G. Estimated Infiltration Infiltration rates for the various soil layers were estimated based on presumptive values from the MPCA Stormwater Manual in consideration of soil classification. The dominant soil is sandy lean clay has an estimated infiltration rates of .06 inches per hour. Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 9 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N H. Construction Testing and Documentation H.1. Excavation Stripping can likely be performed with a variety of equipment. The deep excavations will require the use of a backhoe. H.2. Cold Weather If the excavation occurs during freezing temperatures, good winter construction practices should be used. Frozen fill should be thawed before placing and filling should not be placed on frozen ground. Slab areas should be completely thawed prior to placing concrete. H.3. Construction Testing and Documentation The bottom of the excavations should be evaluated and documented by qualified geotechnical personnel to assess the soils at bearing depth. Any fill placed below building areas should be evaluated for conformance to the project gradation recommendations and should be tested for compaction. If filling proceeds during periods of freezing weather, full-time testing should be considered to help confirm that imported fill is thawed prior to and during compaction, and that all snow has been removed before placement of the fill. Although our firm offers testing services relating to civil and structural components of the structure (such as concrete testing, reinforcement observations, etc.), specification of such services are beyond our work scope and the designer should be consulted as to such requirements. I. Level of Care The services provided for this project have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area, under similar budget and time constraints. This is our professional responsibility. No other warranty, expressed or implied, is made. Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 10 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N J. Certification I hereby certify that this report was prepared by me or under my direct supervision, and that I am a duly registered engineer under the laws of the State of Minnesota. Colby T. Verdegan, PE Geotechnical Engineer Registration Number 18983 Date: January 15, 2018 Parkview Apartments on Laredo Apartments January 15, 2018 Project: 12601.18.MNS Page 11 _________________________________________________________________________________________________________ M I N N E S O T A I O W A W I S C O N S I N Appendix Boring Location Sketch Log of Boring # 1-8 Legend to Soil Description Boring Location Sketch Parkview Apartments on Laredo Dr. Chanhassen , Minnesota 12601.18.MNS C Chosen Valley Testing, Inc. V T Legend Boring Locations N MC=19% 983.5 ML Benchmark:Top nut of thefire hydrant located nearboring B-04,assumed=100ft.PP=3.25 tsf PP=2.75 tsf CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18MC=21% OL PP=3.25 tsf PP=2 tsf PP=2.75 tsfMC=15% MC=16% 1.0 18.0 26.0 1000.5 PP=2.75 tsf CL PP=2.75 tsf 9 13 12 18 14 19 9 17 MC=20% BPF 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota Description of Materials(ASTM D 2487/2488) See attached sketch.LOCATION: USCSSymbol Tests and NotesDepth SCALE: 1" = 4' 975.5 WLElev. DATE: 1/8/2018 TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet.SANDY LEAN CLAY, trace Gravel, brown, wet,rather stiff to very stiff.(Glacial Till) CLAYEY SILT, gray, wet, rather stiff to very stiff.(Glacio-Fluvium) End boring.Water was not observed.Boring caved in at 14 feet after auger removal.Boring sealed upon completion. CHOSEN VALLEY TESTING B-01 page 1 of 1 L O G O F B O R I N G 0.0 PROJECT: 1001.5 12601.18.MNS B-01BORING: MC=19% 980.0 CL MC=17% MC=20% PP=2.75 tsf MC=18%CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18CL 985.0 999.0 1001.7 PP=2.25 tsf MC=18% 26.0 23.0 18.0 4.0 1.3 CL 10 SCSM 22 OL 23 10 17 14 14 13 PP=3 tsf 1003.0 L O G O F B O R I N G CHOSEN VALLEY TESTING SCALE: 1" = 4' BPF 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota See attached sketch.LOCATION: USCSSymbol 977.0 Tests and Notes PROJECT: Elev. DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488)WL PP=3.5 tsf End boring.Water was observed at 22 feet during drilling.Boring caved in at 13 1/2 feet after auger removal.Boring sealed upon completion. SANDY LEAN CLAY, trace Gravel, brown, wet,rather stiff to very stiff.(Glacial Till) Depth TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet. SANDY LEAN CLAY, trace Gravel, grayish brown,wet, very stiff.(Glacial Till) SILTY CLAYEY SAND, fine-to-medium grained,trace Gravel, brown, wet, medium dense.(Glacio-Fluvium) POSSIBLE FILL, Sandy Lean Clay, brown, wet. 12601.18.MNS BORING: 0.0 B-02 page 1 of 1 B-02 MC=16% CL PP=2.25 tsfMC=38% PP=2 tsfMC=33% PP=2.5 tsf CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18992.0 PP=3 tsf OL PP=2.5 tsf PP=2 tsfMC=18% 1.8 4.0 9.0 26.0 994.2 PP=3 tsf CL CL 11 11 7 9 15 13 12 10 MC=21% PP=1.5 tsf L O G O F B O R I N G CHOSEN VALLEY TESTING Depth BPF 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota See attached sketch.LOCATION: USCSSymbol996.0 987.0 SCALE: 1" = 4' WLElev.Description of Materials(ASTM D 2487/2488) DATE: 1/8/2018 Tests and Notes POSSIBLE FILL, Lean Clay, gray to 7 feet thengrayish brown, wet. PROJECT: End boring.Water was observed at 21 feet during drilling.Boring caved in at 20 feet after auger removal.Boring sealed upon completion. LEAN CLAY, gray to 7 feet then brown, wet,medium to rather stiff.(Glacio-Fluvium) TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet. 970.0 SANDY LEAN CLAY, trace Gravel, brown to 2feet then gray, wet, rather stiff to stiff.(Glacial Till) BORING: 12601.18.MNS B-03 0.0 B-03 page 1 of 1 PP=3.75 tsf MC=31%PP=1 tsf MC=19% CL MC=21% SPSM 987.0 PP=1.25 tsf 26.0 992.0 994.7 CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18MC=18% 23.0 20.0 9.0 4.0 1.3 CL SCSM 7 26 CL OL 11 33 13 19 13 7 MC=20% BPF PP=2.75 tsf USCSSymbol 976.0 See attached sketch. SCALE: 1" = 4' CHOSEN VALLEY TESTINGL O G O F B O R I N G 996.0 PROJECT:12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota WL Tests and Notes DATE: 1/8/2018 DepthElev. LOCATION: Description of Materials(ASTM D 2487/2488) SILTY CLAYEY SAND, fine-to-medium grained,trace Gravel, brown, wet, dense.(Glacio-Fluvium) SANDY LEAN CLAY, trace Gravel, brown, wet,stiff to very stiff.(Glacial Till) End boring.Water was observed at 20 feet during drilling.Boring caved in at 16 feet after auger removal.Boring sealed upon completion. SANDY LEAN CLAY, gray, wet, medium.(Glacio-Fluvium) FILL, Lean Clay, gray, wet. TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet. POORLY GRADED SAND with SILT,fine-to-medium grained, trace Gravel, brown, wet,medium dense.(Glacio-Fluvium) B-04 page 1 of 1 970.0 BORING: 973.0 B-04 0.0 12601.18.MNS PP=2.75 tsf 0.7 11.0 996.3 PP=2.75 tsf PP=3.25 tsf CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18SANDY LEAN CLAY, trace Gravel, brown, wet,rather stiff to stiff.(Glacial Till) End boring.Water was not observed.Boring caved in at 6 feet after auger removal.Boring sealed upon completion. B-05 page 1 of 1 986.0 15 MC=18% 12 TOPSOIL, Slightly Organic Silty Sand,fine-to-medium grained, trace Roots, black, wet. 12 SMCL MC=19%11 Tests and NotesDepth0.0Elev. DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488)WL PROJECT: 12601.18.MNS B-05 USCSSymbol997.0 L O G O F B O R I N G 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota LOCATION:BORING: See attached sketch. CHOSEN VALLEY TESTING BPF SCALE: 1" = 4' MC=19% 1.0 6.5 11.0 990.5 CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet.FILL, Silty Clay to Sandy Lean Clay, gray andbrown, wet. SANDY LEAN CLAY, trace Gravel, brown, wet,stiff.(Glacial Till) End boring.Water was not observed.Boring caved in at 5 1/2 feet after auger removal.Boring sealed upon completion. 985.0 12 12 PP=2 tsf 15 MC=18% OL CL CL 15 USCSSymbol Tests and NotesDepth 980.5 LOCATION: DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488)WLElev. BORING:B-06 See attached sketch. B-06 page 1 of 1 0.0 12601.18.MNS SCALE: 1" = 4' 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota BPF PROJECT: CHOSEN VALLEY TESTINGL O G O F B O R I N G 991.5 5.0 6.5 11.0 987.5 986.0 CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18FILL, Silty Sand to Silty Clay to Sandy Lean Clay,trace Gravel and Wood, gray, wet. BURIED TOPSOIL, Slightly Organic Lean Clay,trace Organics, black, wet. FILL, Lean Clay, trace Wood Chips, gray, wet. End boring.Water was not observed.Boring caved in at 8 feet after auger removal.Boring sealed upon completion. 981.5 6 13 MC=31%7 MC=19% CL OL CL 10 WLDepth LOCATION: Elev.USCSSymbol DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488) B-07 page 1 of 1 0.0 BORING:B-07 12601.18.MNS Tests and Notes See attached sketch. SCALE: 1" = 4' 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota BPF CHOSEN VALLEY TESTINGL O G O F B O R I N G 992.5 PROJECT: MC=16% MC=27% 1.3 3.0 5.5 6.5 9.0 11.0 989.0 CVT STANDARD 12661.18.MNS (CHANHASSRN APARTMENTS).GPJ LOG A GNNN06.GDT 15/01/18985.5 983.0 981.0 9 9 3 4 986.5 OL SPSM OL SPSMCL CL SCALE: 1" = 4' BPF 12601.18.MNSDesign Phase Geotechnical EvaluationsSanta Vera ApartmentsLaredo Dr.Chanhassen, Minnesota See attached sketch.LOCATION: USCSSymbol TOPSOIL, Slightly Organic Lean Clay, trace Roots,black, wet. Tests and Notes 990.7 Depth CHOSEN VALLEY TESTING Elev. DATE: 1/8/2018 Description of Materials(ASTM D 2487/2488)WL FILL, Poorly Graded Sand with Silt, course grained,brown, moist. BURIED TOPSOIL, Slightly Organic Lean Clay,trace Organics, black, wet. FILL, Poorly Graded Sand with Silt, course grained,brown, moist.SANDY LEAN CLAY, gray, wet, soft.(Glacio-Fluvium) SANDY LEAN CLAY, trace Gravel, brown, wet,rather soft.(Glacial Till) End boring.Water was not observed.Boring caved in at 8 feet after auger removal.Boring sealed upon completion. L O G O F B O R I N G B-08 page 1 of 112601.18.MNS PROJECT:B-08BORING: 0.0992.0 Appendix B: Drainage Maps (Existing & Proposed Conditions) |||||||||||||||||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UEUEUE UE UE UEUEUEUEUEUEUEUEUEUE UEUE UE UE UE UE U E UEGGGGGG GG G G GGGGGGGGGGGG GGGGGGGG606050 5050XXXXX X15" RCP 12" RCP 12" RCP 15" PVC15" RCP 24" RCP8" METAL8" PVC8" METAL 8" 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 ENTRYCANTILEVERWO 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" PVC18 " 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=988.04H YDSSSSMHRE=988.50INV=975.88 WINV=975.85 E#111-20" ash#113-10" spruce#114-28" maple#116-60" basswood, multi-stem#117-30" maple#1-boxelder, 3-stem(8,8,8)#2-13" boxelder#5-poplar, 2-stem(15,13)#3-boxelder, 3-stem(8,8,4)#6-poplar, 4-stem(20,20,20,10)#8-13" poplar#22-poplar, 2-stem(20,16)#23-poplar, 2-stem(24,12)#24-poplar, 2-stem(20,20)#25-poplar, 2-stem(10,6)#110-16" pine#109-30" maple#108-22" maple#107-26" maple#106-14" pine#4-boxelder, 4-stem(10,8,6,5)#12-10" boxelder#112-22 maple#105-22" pine#104-15" pine#102-14" pine#101-15" ash#100-14" ash#98-20" spruce#99-18" maple#103-16" pine#97-15" spruce#96-20" mapleCBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WSSSSMHRE=995.24CBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SW#86-50" cottonwood#85-20" cottonwood#84-16" boxelder#83-14" boxelder#81-11" boxelder#82-20" crabapple#87-12" maple#88-ash, 2-stem(8,8)#89-22" maple#90 15" maple#91-16" maple#95-48" maple#94-18" maple#93-15" maple#92-15" 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)#126-11" cottonwood#125-10" elm#124-10" red cedar#123-14" cottonwood#122-10 cottonwood#121-30" cottonwood#120-18" cottonwood#119-10" cottonwood#118-28" maple#26-poplar, 3-stem(20,14,14)#27-20" poplar#28-24" poplar#29-14" poplar#33-11" poplar#32-20" poplar#30-30" poplar#31-poplar, 2-stem(14,14)#7-18" poplar#9-boxelder, 2-stem(10,8)#10-poplar, 2-stem(42,13)#11-35' spruce#16-20" poplar#14-11" boxelder#13-60" cottonwood#15-11" boxelder#20-10" boxelder#19-26" poplar#18-24" poplar#17-24" poplar#37-10" boxelder#35-10" boxelder#36-10" boxelder#34-10" boxelderHYD TNH996.69CSSSSSMHRE=993.60INV=983.83 NEINV=983.86 SW (ORIFICE, NO PIPE)SSSSMHRE=994.50INV=982.01 SWINV=982.60 NWINV=982.08 E#48-10" boxelder#41-10" boxelder#21-boxelder, 3-stem(10,10,10)#38-10" boxelder#39-36" poplar#40-36" poplar#42-10" boxelder#43-14" boxelder#44-16" boxelder#51-11" boxelder#52-10" boxelder#53-12" boxelder#54-11" boxelder#55-10" ash#45-11" boxelder#47-14" boxelder#46-10" boxelder#49-11" boxelder#50-silver maple, 5-stem(12,12,9,6,4)#59-10" maple#60-silver maple, 4-stem(18,16,10,8)#70-26" silver maple#58-10 ash#56-10" ash#57-10" ash#61-basswood, 4-stem(8,8,6,4)#63-12" crabapple#62-10" boxelder#64-14" ash#65-10" ash#66-10" ash#67-12" ash#74-10" boxelder#73-14" boxelder#68-silver maple, 3-stem(8,5,4)#69-16" silver maple#71-15" maple#72-15" maple#75-12" elm#76-14" ashGM#127-12" cottonwood#128-cottonwood, 2-stem(10,8)#129-10" maple#130-15" cottonwood#77-15' red cedarAREA : 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 48.6 990 995 1000 1005 989 991 992993 994 996 997 998999 1001 1002 1003 1004 990995 989989 99 1 9919919929939949969971000100099799799899899999910011001 995991 992993994996995996997995 996997998999990 99 5 991992 993 9949961005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992. 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 99 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.799 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.599 8 . 5 1001.7 992.6992.8E1E2DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA04.04.2025CITY 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.:Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PEEXISTINGDRAINAGE MAPSCALE IN 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 B |||||||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UEUEUE UE UE UEUEUEUEUEUEUEUEUEUE UEUE UE UE UE UE U E UEGGGGGG GG G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP 12" RCP 15" PVC15" RCP 24" RCP2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERWO O D SH E D 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. WALLCHAIN LINKFENCE1' BLOCKRET. WALLCABXCABX10 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)DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage 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=988.04H YDSSCBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WSSCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SWSSAREA : 167713.25 SF3.85 ACRES47.222. 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 48.6 990 995 1000 1005 989 991 992993 994 996 997 998999 1001 1002 1003 1004 990995 989989 99 1 9919919929939949969971000100099799799899899999910011001 995991 992993994996995996997995 996997998999990 99 5 991992 993 9949961005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992. 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 99 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.799 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.599 8 . 5 1001.7 992.6992.83 STORYMULTIFAMILY59 UNITSFFE: 1000.00GFE: 989.33UE UE UE UE U E UEGGG G GGGGHYD DDDINFILTRATIONBASINHWL:992.17BERM:992.00OUT:989.20BOT:988.00BIOFILTRATIONBASINBERM:990.50HWL:989.99LOW RIM:988.50TOP MEDIA:987.00|||||||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UEUEUE UE UE UEUEUEUEUEUEUEUEUEUE UEUE UE UE UE UE U E UEGGGGGG GG G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP 12" RCP 15" PVC15" RCP 24" RCP2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERWO O D SH E D 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. WALLCHAIN LINKFENCE1' BLOCKRET. WALLCABXCABX10 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)DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage 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=988.04H YDSSCBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WSSCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SWSSAREA : 167713.25 SF3.85 ACRES47.222. 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 48.6 990 995 1000 1005 989 991 992993 994 996 997 998999 1001 1002 1003 1004 990995 989989 99 1 9919919929939949969971000100099799799899899999910011001 995991 992993994996995996997995 996997998999990 99 5 991992 993 9949961005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992. 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 99 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.799 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.599 8 . 5 1001.7 992.6992.8 -3 .8%-3.9%-2.9%-2.0%-0.8%-1.8%-1.6% -3 . 5% -9. 4 %-1.5%-4.5%-2.5%-30.0%-4.5%-6.4%-33.3%-3.0%-2.5%-4.9%-1.9%-1.7% -1. 2 %-2.8%-2.5%-3.5%-2.9%-4.5%-1.8%-9.5%-1. 6 %-2.8%-2.0%-1.8%-1.6% -7. 3 %-7.0%997-3.3%-3.3%-4.5%-33.3%-5.0%SITE E.O.-30.3%993994995998996999994995996 99 5 9969991000 99 3 99 1 98 9 990 98 4 988 984 999999996997998 990990994 992 9 9 2 990 988 9 9 0 9 8 8 9949989961004.80 M.E.999.20999.28995.80 M.E.996.00 M.E.995.80 M.E.995.30 M.E.995.20 M.E.996.80 M.E.995.60 M.E.996.30 M.E.995.90 M.E.996.00995.93996.40997.00998.10997.50999.38998.56998.50998.80998.20998.90999.72998.90998.90998.60998.60998.90998.90998.90998.90998.10997.85996.05 M.E.996.60 M.E.999.40999.40999.40991.00 M.E.991.50 M.E.991.70 M.E.991.00 M.E.993.32 M.E.993.05 M.E.993.05 M.E.995.00 M.E.998.70 M.E.998.86 M.E.997.51 M.E.999.06999.121000.00999.50999.50999.50990.90989.33990.20 BW998.20 TW997.80989.331000.00999.50999.50998.40998.07997.50998.30999.10999.04999.60998.46998.50999.50999.70994.22994.15995.12995.70993.20993.60993.56999.60999.40998.68996.30996.00998.30998.50998.54998.38997.06997.60996.70997.28996.30993.60995.00995.60989.20989.20995.60994.70 BW995.70 TW993.701001.30 M.E.1000.30 M.E.996.70 M.E.993.50 M.E.995.50 M.E.999.12999.20998.32998.50999.00998.50999.00998.50998.50999.00998.50999.001000.33 M.E.1000.25 M.E.1000.40 M.E.1001.10 M.E.1000.50 M.E.997.50 M.E.990.00 M.E.989.92 M.E.988.70 M.E.988.70988.20 M.E.988.30 M.E.987.70 M.E.989.20 M.E.988.60994.17992.80992.73994.13996.10995.501002.00 TW999.26 BW994.80 BW995.00 BW995.50 BW1000.00 TW1004.50 TW1002.00 TW995.30 TW997.00 TW997.50 TW991.80 BASIN E.O.993990.40990.00 BASIN E.O.993 991 989 990 999.00 E.O.993.70 E.O.990.50 E.O.-33.3%990 98 8988984 995.13994.55995.00994.70997.60997.00997.50996.60994995996997998992991990.50990.50990.50990.50999.00 BW999.00 BW1001.00 BWP1P2P3P4BFIBFFE=999.00LFE=995.00FFE=1000.00GFE=989.33LO DLODLODLODLODLODLOD L O D LODLODLODLODLO D LO D LODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLOD LOD LOD LOD LOD LOD LOD LODLODLODLODLOD LOD LODLOD LODLOD 65'-1.50%1000.00DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA04.04.2025CITY 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.:Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PEPROPOSEDDRAINAGE MAPLEGENDSCALE IN 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 ACRES2.17 ACRES1.68 ACRESAPPENDIX B Appendix C: HydroCAD Model Output (Existing & Proposed Conditions) Existing Conditions E1 North E2 South ET Existing Total Routing Diagram for 2_Santa Vera Apts Chanhassen MN Prepared by Measure Group LLC, Printed 3/25/2025 HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2_Santa Vera Apts Chanhassen MN Printed 3/25/2025Prepared by Measure Group LLC Page 2HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.020 80 >75% Grass cover, Good, HSG D (E1, E2) 0.830 98 Paved parking, HSG D (E1, E2) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.390 ac 41.01% Impervious Runoff Depth=1.76"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=3.31 cfs 0.204 af Runoff Area=2.460 ac 10.57% Impervious Runoff Depth=1.31"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=3.50 cfs 0.269 af Inflow=6.19 cfs 0.473 afReach ET: Existing Total Outflow=6.19 cfs 0.473 af MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 3.31 cfs @ 12.14 hrs, Volume= 0.204 af, Depth= 1.76" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.820 80 >75% Grass cover, Good, HSG D 0.570 98 Paved parking, HSG D 1.390 87 Weighted Average 0.820 80 58.99% Pervious Area 0.570 98 41.01% 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) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=1.390 ac Runoff Volume=0.204 af Runoff Depth=1.76" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 3.31 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 3.50 cfs @ 12.24 hrs, Volume= 0.269 af, Depth= 1.31" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 2.200 80 >75% Grass cover, Good, HSG D 0.260 98 Paved parking, HSG D 2.460 82 Weighted Average 2.200 80 89.43% Pervious Area 0.260 98 10.57% 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) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=2.460 ac Runoff Volume=0.269 af Runoff Depth=1.31" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 3.50 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.850 ac, 21.56% Impervious, Inflow Depth = 1.47" for 2y 24hr event Inflow = 6.19 cfs @ 12.18 hrs, Volume= 0.473 af Outflow = 6.19 cfs @ 12.18 hrs, Volume= 0.473 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.850 ac 6.19 cfs 6.19 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.390 ac 41.01% Impervious Runoff Depth=2.99"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=5.78 cfs 0.347 af Runoff Area=2.460 ac 10.57% Impervious Runoff Depth=2.45"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=6.84 cfs 0.503 af Inflow=11.56 cfs 0.850 afReach ET: Existing Total Outflow=11.56 cfs 0.850 af MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 5.78 cfs @ 12.14 hrs, Volume= 0.347 af, Depth= 2.99" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.820 80 >75% Grass cover, Good, HSG D 0.570 98 Paved parking, HSG D 1.390 87 Weighted Average 0.820 80 58.99% Pervious Area 0.570 98 41.01% 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) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=1.390 ac Runoff Volume=0.347 af Runoff Depth=2.99" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 5.78 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 6.84 cfs @ 12.24 hrs, Volume= 0.503 af, Depth= 2.45" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 2.200 80 >75% Grass cover, Good, HSG D 0.260 98 Paved parking, HSG D 2.460 82 Weighted Average 2.200 80 89.43% Pervious Area 0.260 98 10.57% 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) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=2.460 ac Runoff Volume=0.503 af Runoff Depth=2.45" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 6.84 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.850 ac, 21.56% Impervious, Inflow Depth = 2.65" for 10y 24hr event Inflow = 11.56 cfs @ 12.18 hrs, Volume= 0.850 af Outflow = 11.56 cfs @ 12.18 hrs, Volume= 0.850 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.850 ac 11.56 cfs 11.56 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.390 ac 41.01% Impervious Runoff Depth=5.93"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=10.60 cfs 0.687 af Runoff Area=2.460 ac 10.57% Impervious Runoff Depth=5.30"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=13.74 cfs 1.086 af Inflow=22.51 cfs 1.773 afReach ET: Existing Total Outflow=22.51 cfs 1.773 af MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 10.60 cfs @ 12.14 hrs, Volume= 0.687 af, Depth= 5.93" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.820 80 >75% Grass cover, Good, HSG D 0.570 98 Paved parking, HSG D 1.390 87 Weighted Average 0.820 80 58.99% Pervious Area 0.570 98 41.01% 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) 484644424038363432302826242220181614121086420Flow (cfs)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=1.390 ac Runoff Volume=0.687 af Runoff Depth=5.93" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 10.60 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 13HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 13.74 cfs @ 12.23 hrs, Volume= 1.086 af, Depth= 5.30" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 2.200 80 >75% Grass cover, Good, HSG D 0.260 98 Paved parking, HSG D 2.460 82 Weighted Average 2.200 80 89.43% Pervious Area 0.260 98 10.57% 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) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=2.460 ac Runoff Volume=1.086 af Runoff Depth=5.30" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 13.74 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 14HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.850 ac, 21.56% Impervious, Inflow Depth = 5.53" for 100y 24hr event Inflow = 22.51 cfs @ 12.17 hrs, Volume= 1.773 af Outflow = 22.51 cfs @ 12.17 hrs, Volume= 1.773 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)25 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=3.850 ac 22.51 cfs 22.51 cfs 2_Santa Vera Apts Chanhassen MN Printed 3/25/2025Prepared by Measure Group LLC Page 1HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.020 80 >75% Grass cover, Good, HSG D (E1, E2) 0.830 98 Paved parking, HSG D (E1, E2) Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 2HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.01 hrs, 30001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.390 ac 41.01% Impervious Runoff Depth=5.73"Subcatchment E1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=0.24 cfs 0.664 af Runoff Area=2.460 ac 10.57% Impervious Runoff Depth=5.10"Subcatchment E2: South Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 Runoff=0.39 cfs 1.045 af Inflow=0.62 cfs 1.709 afReach ET: Existing Total Outflow=0.62 cfs 1.709 af Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment E1: North Runoff = 0.24 cfs @ 121.30 hrs, Volume= 0.664 af, Depth= 5.73" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Area (ac) CN Description 0.820 80 >75% Grass cover, Good, HSG D 0.570 98 Paved parking, HSG D 1.390 87 Weighted Average 0.820 80 58.99% Pervious Area 0.570 98 41.01% 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) 300280260240220200180160140120100806040200Flow (cfs)0.26 0.25 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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Runoff Area=1.390 ac Runoff Volume=0.664 af Runoff Depth=5.73" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 0.24 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment E2: South Runoff = 0.39 cfs @ 121.39 hrs, Volume= 1.045 af, Depth= 5.10" Routed to Reach ET : Existing Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Area (ac) CN Description 2.200 80 >75% Grass cover, Good, HSG D 0.260 98 Paved parking, HSG D 2.460 82 Weighted Average 2.200 80 89.43% Pervious Area 0.260 98 10.57% 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) 300280260240220200180160140120100806040200Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Runoff Area=2.460 ac Runoff Volume=1.045 af Runoff Depth=5.10" Flow Length=300' Slope=0.0500 '/' Tc=17.3 min CN=80/98 0.39 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach ET: Existing Total Inflow Area = 3.850 ac, 21.56% Impervious, Inflow Depth = 5.33" for Snowmelt_10d_100yr event Inflow = 0.62 cfs @ 121.35 hrs, Volume= 1.709 af Outflow = 0.62 cfs @ 121.35 hrs, Volume= 1.709 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Reach ET: Existing Total Inflow Outflow Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (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=3.850 ac 0.62 cfs 0.62 cfs Proposed Conditions P1 North P2 Center: Existing Rerouted P3 South: Front Roof & Parking P4 South: Back Roof & Backyard PT Proposed Total BF Biofiltration Basin IB Infiltration Basin S Total South Routing Diagram for 2_Santa Vera Apts Chanhassen MN Prepared by Measure Group LLC, Printed 3/25/2025 HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2_Santa Vera Apts Chanhassen MN Printed 3/25/2025Prepared by Measure Group LLC Page 2HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.680 80 >75% Grass cover, Good, HSG D (P1, P2, P3, P4) 2.170 98 Paved parking, HSG D (P1, P2, P3, P4) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.520 ac 26.92% Impervious Runoff Depth=1.55"Subcatchment P1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=1.10 cfs 0.067 af Runoff Area=0.750 ac 69.33% Impervious Runoff Depth=2.18"Subcatchment P2: Center: Existing Tc=7.0 min CN=80/98 Runoff=2.53 cfs 0.136 af Runoff Area=1.950 ac 59.49% Impervious Runoff Depth=2.04"Subcatchment P3: South: Front Roof & Tc=7.0 min CN=80/98 Runoff=6.18 cfs 0.331 af Runoff Area=0.630 ac 55.56% Impervious Runoff Depth=1.98"Subcatchment P4: South: Back Roof & Tc=7.0 min CN=80/98 Runoff=1.94 cfs 0.104 af Inflow=1.87 cfs 0.529 afReach PT: Proposed Total Outflow=1.87 cfs 0.529 af Peak Elev=988.73' Storage=8,916 cf Inflow=5.81 cfs 0.462 afPond BF: Biofiltration Basin Primary=1.72 cfs 0.462 af Secondary=0.00 cfs 0.000 af Outflow=1.72 cfs 0.462 af Peak Elev=990.57' Storage=7,455 cf Inflow=8.72 cfs 0.467 afPond IB: Infiltration Basin Discarded=0.03 cfs 0.075 af Primary=4.57 cfs 0.358 af Secondary=0.00 cfs 0.000 af Outflow=4.60 cfs 0.433 af Inflow=1.72 cfs 0.462 afLink S: Total South Primary=1.72 cfs 0.462 af MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Runoff = 1.10 cfs @ 12.14 hrs, Volume= 0.067 af, Depth= 1.55" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.380 80 >75% Grass cover, Good, HSG D 0.140 98 Paved parking, HSG D 0.520 85 Weighted Average 0.380 80 73.08% Pervious Area 0.140 98 26.92% 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 P1: North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.520 ac Runoff Volume=0.067 af Runoff Depth=1.55" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 1.10 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Center: Existing Rerouted Runoff = 2.53 cfs @ 12.10 hrs, Volume= 0.136 af, Depth= 2.18" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.520 98 Paved parking, HSG D 0.750 92 Weighted Average 0.230 80 30.67% Pervious Area 0.520 98 69.33% 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 P2: Center: Existing Rerouted Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.750 ac Runoff Volume=0.136 af Runoff Depth=2.18" Tc=7.0 min CN=80/98 2.53 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P3: South: Front Roof & Parking Runoff = 6.18 cfs @ 12.10 hrs, Volume= 0.331 af, Depth= 2.04" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.790 80 >75% Grass cover, Good, HSG D 1.160 98 Paved parking, HSG D 1.950 91 Weighted Average 0.790 80 40.51% Pervious Area 1.160 98 59.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: South: Front Roof & Parking Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=1.950 ac Runoff Volume=0.331 af Runoff Depth=2.04" Tc=7.0 min CN=80/98 6.18 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South: Back Roof & Backyard Runoff = 1.94 cfs @ 12.10 hrs, Volume= 0.104 af, Depth= 1.98" Routed to Pond BF : Biofiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description 0.280 80 >75% Grass cover, Good, HSG D 0.350 98 Paved parking, HSG D 0.630 90 Weighted Average 0.280 80 44.44% Pervious Area 0.350 98 55.56% 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: South: Back Roof & Backyard Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.630 ac Runoff Volume=0.104 af Runoff Depth=1.98" Tc=7.0 min CN=80/98 1.94 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.850 ac, 56.36% Impervious, Inflow Depth = 1.65" for 2y 24hr event Inflow = 1.87 cfs @ 12.72 hrs, Volume= 0.529 af Outflow = 1.87 cfs @ 12.72 hrs, Volume= 0.529 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=3.850 ac 1.87 cfs 1.87 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond BF: Biofiltration Basin Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 1.66" for 2y 24hr event Inflow = 5.81 cfs @ 12.15 hrs, Volume= 0.462 af Outflow = 1.72 cfs @ 12.74 hrs, Volume= 0.462 af, Atten= 70%, Lag= 34.9 min Primary = 1.72 cfs @ 12.74 hrs, Volume= 0.462 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 Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 988.73' @ 12.74 hrs Surf.Area= 6,132 sf Storage= 8,916 cf Plug-Flow detention time= 218.0 min calculated for 0.462 af (100% of inflow) Center-of-Mass det. time= 218.0 min ( 1,033.8 - 815.8 ) Volume Invert Avail.Storage Storage Description #1 987.00' 28,057 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 987.00 4,200 0 0 988.50 5,866 7,550 7,550 989.50 7,033 6,450 13,999 990.00 8,400 3,858 17,857 991.00 12,000 10,200 28,057 Device Routing Invert Outlet Devices #1 Secondary 990.00'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.30'12.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.30' / 983.20' S= 0.0040 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #3 Device 2 988.50'4.0' long Sharp-Crested Weir in OCS 2 End Contraction(s) #4 Device 2 983.58'6.0" Round Underdrain L= 113.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.58' / 983.30' S= 0.0025 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #5 Device 4 987.00'2.000 in/hr Filtration through media over Surface area above 983.50' Conductivity to Groundwater Elevation = 975.00' Excluded Surface area = 0 sf Phase-In= 0.01' Primary OutFlow Max=1.72 cfs @ 12.74 hrs HW=988.73' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 1.72 cfs of 8.39 cfs potential flow) 3=Sharp-Crested Weir in OCS (Weir Controls 1.41 cfs @ 1.56 fps) 4=Underdrain (Passes 0.32 cfs of 1.34 cfs potential flow) 5=Filtration through media ( Controls 0.32 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond BF: Biofiltration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.330 ac Peak Elev=988.73' Storage=8,916 cf 5.81 cfs 1.72 cfs 1.72 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond IB: Infiltration Basin Inflow Area = 2.700 ac, 62.22% Impervious, Inflow Depth = 2.08" for 2y 24hr event Inflow = 8.72 cfs @ 12.10 hrs, Volume= 0.467 af Outflow = 4.60 cfs @ 12.20 hrs, Volume= 0.433 af, Atten= 47%, Lag= 6.4 min Discarded = 0.03 cfs @ 12.20 hrs, Volume= 0.075 af Primary = 4.57 cfs @ 12.20 hrs, Volume= 0.358 af Routed to Pond BF : Biofiltration Basin Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 990.57' @ 12.20 hrs Surf.Area= 3,871 sf Storage= 7,455 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 174.2 min ( 947.8 - 773.6 ) Volume Invert Avail.Storage Storage Description #1 988.00' 19,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 988.00 2,085 0 0 989.50 3,010 3,821 3,821 990.00 3,346 1,589 5,410 992.00 5,200 8,546 13,956 993.00 6,200 5,700 19,656 Device Routing Invert Outlet Devices #1 Secondary 991.80'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 989.20'18.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 989.20' / 989.10' S= 0.0017 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #3 Discarded 988.00'0.300 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 975.00' Discarded OutFlow Max=0.03 cfs @ 12.20 hrs HW=990.57' (Free Discharge) 3=Exfiltration ( Controls 0.03 cfs) Primary OutFlow Max=4.57 cfs @ 12.20 hrs HW=990.57' TW=987.83' (Dynamic Tailwater) 2=Culvert (Barrel Controls 4.57 cfs @ 3.55 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=988.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond IB: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.700 ac Peak Elev=990.57' Storage=7,455 cf 8.72 cfs 4.60 cfs 0.03 cfs 4.57 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2_Santa Vera Apts Chanhassen Printed 3/25/2025Prepared by Measure Group LLC Page 13HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 1.66" for 2y 24hr event Inflow = 1.72 cfs @ 12.74 hrs, Volume= 0.462 af Primary = 1.72 cfs @ 12.74 hrs, Volume= 0.462 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=3.330 ac 1.72 cfs 1.72 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 14HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.520 ac 26.92% Impervious Runoff Depth=2.74"Subcatchment P1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=2.02 cfs 0.119 af Runoff Area=0.750 ac 69.33% Impervious Runoff Depth=3.49"Subcatchment P2: Center: Existing Tc=7.0 min CN=80/98 Runoff=4.12 cfs 0.218 af Runoff Area=1.950 ac 59.49% Impervious Runoff Depth=3.32"Subcatchment P3: South: Front Roof & Tc=7.0 min CN=80/98 Runoff=10.27 cfs 0.539 af Runoff Area=0.630 ac 55.56% Impervious Runoff Depth=3.25"Subcatchment P4: South: Back Roof & Tc=7.0 min CN=80/98 Runoff=3.26 cfs 0.171 af Inflow=7.19 cfs 0.937 afReach PT: Proposed Total Outflow=7.19 cfs 0.937 af Peak Elev=989.12' Storage=11,416 cf Inflow=9.81 cfs 0.818 afPond BF: Biofiltration Basin Primary=6.55 cfs 0.818 af Secondary=0.00 cfs 0.000 af Outflow=6.55 cfs 0.818 af Peak Elev=991.24' Storage=10,258 cf Inflow=14.39 cfs 0.758 afPond IB: Infiltration Basin Discarded=0.04 cfs 0.076 af Primary=7.25 cfs 0.648 af Secondary=0.00 cfs 0.000 af Outflow=7.29 cfs 0.723 af Inflow=6.55 cfs 0.818 afLink S: Total South Primary=6.55 cfs 0.818 af MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 15HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Runoff = 2.02 cfs @ 12.14 hrs, Volume= 0.119 af, Depth= 2.74" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.380 80 >75% Grass cover, Good, HSG D 0.140 98 Paved parking, HSG D 0.520 85 Weighted Average 0.380 80 73.08% Pervious Area 0.140 98 26.92% 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 P1: North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.520 ac Runoff Volume=0.119 af Runoff Depth=2.74" 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"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 16HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Center: Existing Rerouted Runoff = 4.12 cfs @ 12.10 hrs, Volume= 0.218 af, Depth= 3.49" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.520 98 Paved parking, HSG D 0.750 92 Weighted Average 0.230 80 30.67% Pervious Area 0.520 98 69.33% 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 P2: Center: Existing Rerouted Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.750 ac Runoff Volume=0.218 af Runoff Depth=3.49" Tc=7.0 min CN=80/98 4.12 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 17HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P3: South: Front Roof & Parking Runoff = 10.27 cfs @ 12.10 hrs, Volume= 0.539 af, Depth= 3.32" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.790 80 >75% Grass cover, Good, HSG D 1.160 98 Paved parking, HSG D 1.950 91 Weighted Average 0.790 80 40.51% Pervious Area 1.160 98 59.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: South: Front Roof & Parking Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=1.950 ac Runoff Volume=0.539 af Runoff Depth=3.32" Tc=7.0 min CN=80/98 10.27 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 18HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South: Back Roof & Backyard Runoff = 3.26 cfs @ 12.10 hrs, Volume= 0.171 af, Depth= 3.25" Routed to Pond BF : Biofiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description 0.280 80 >75% Grass cover, Good, HSG D 0.350 98 Paved parking, HSG D 0.630 90 Weighted Average 0.280 80 44.44% Pervious Area 0.350 98 55.56% 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: South: Back Roof & Backyard Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.630 ac Runoff Volume=0.171 af Runoff Depth=3.25" Tc=7.0 min CN=80/98 3.26 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 19HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.850 ac, 56.36% Impervious, Inflow Depth = 2.92" for 10y 24hr event Inflow = 7.19 cfs @ 12.40 hrs, Volume= 0.937 af Outflow = 7.19 cfs @ 12.40 hrs, Volume= 0.937 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.850 ac 7.19 cfs 7.19 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 20HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond BF: Biofiltration Basin Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 2.95" for 10y 24hr event Inflow = 9.81 cfs @ 12.13 hrs, Volume= 0.818 af Outflow = 6.55 cfs @ 12.43 hrs, Volume= 0.818 af, Atten= 33%, Lag= 17.8 min Primary = 6.55 cfs @ 12.43 hrs, Volume= 0.818 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 Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 989.12' @ 12.43 hrs Surf.Area= 6,590 sf Storage= 11,416 cf Plug-Flow detention time= 145.2 min calculated for 0.818 af (100% of inflow) Center-of-Mass det. time= 145.2 min ( 937.5 - 792.3 ) Volume Invert Avail.Storage Storage Description #1 987.00' 28,057 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 987.00 4,200 0 0 988.50 5,866 7,550 7,550 989.50 7,033 6,450 13,999 990.00 8,400 3,858 17,857 991.00 12,000 10,200 28,057 Device Routing Invert Outlet Devices #1 Secondary 990.00'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.30'12.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.30' / 983.20' S= 0.0040 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #3 Device 2 988.50'4.0' long Sharp-Crested Weir in OCS 2 End Contraction(s) #4 Device 2 983.58'6.0" Round Underdrain L= 113.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.58' / 983.30' S= 0.0025 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #5 Device 4 987.00'2.000 in/hr Filtration through media over Surface area above 983.50' Conductivity to Groundwater Elevation = 975.00' Excluded Surface area = 0 sf Phase-In= 0.01' Primary OutFlow Max=6.55 cfs @ 12.43 hrs HW=989.12' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 6.55 cfs of 8.72 cfs potential flow) 3=Sharp-Crested Weir in OCS (Weir Controls 6.20 cfs @ 2.58 fps) 4=Underdrain (Passes 0.35 cfs of 1.39 cfs potential flow) 5=Filtration through media ( Controls 0.35 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 21HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond BF: Biofiltration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.330 ac Peak Elev=989.12' Storage=11,416 cf 9.81 cfs 6.55 cfs 6.55 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 22HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond IB: Infiltration Basin Inflow Area = 2.700 ac, 62.22% Impervious, Inflow Depth = 3.37" for 10y 24hr event Inflow = 14.39 cfs @ 12.10 hrs, Volume= 0.758 af Outflow = 7.29 cfs @ 12.21 hrs, Volume= 0.723 af, Atten= 49%, Lag= 6.8 min Discarded = 0.04 cfs @ 12.21 hrs, Volume= 0.076 af Primary = 7.25 cfs @ 12.21 hrs, Volume= 0.648 af Routed to Pond BF : Biofiltration Basin Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 991.24' @ 12.21 hrs Surf.Area= 4,493 sf Storage= 10,258 cf Plug-Flow detention time= 137.9 min calculated for 0.723 af (95% of inflow) Center-of-Mass det. time= 114.9 min ( 875.3 - 760.4 ) Volume Invert Avail.Storage Storage Description #1 988.00' 19,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 988.00 2,085 0 0 989.50 3,010 3,821 3,821 990.00 3,346 1,589 5,410 992.00 5,200 8,546 13,956 993.00 6,200 5,700 19,656 Device Routing Invert Outlet Devices #1 Secondary 991.80'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 989.20'18.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 989.20' / 989.10' S= 0.0017 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #3 Discarded 988.00'0.300 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 975.00' Discarded OutFlow Max=0.04 cfs @ 12.21 hrs HW=991.24' (Free Discharge) 3=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=7.25 cfs @ 12.21 hrs HW=991.24' TW=988.80' (Dynamic Tailwater) 2=Culvert (Barrel Controls 7.25 cfs @ 4.10 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=988.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 23HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond IB: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.700 ac Peak Elev=991.24' Storage=10,258 cf 14.39 cfs 7.29 cfs 0.04 cfs 7.25 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2_Santa Vera Apts Chanhass Printed 3/25/2025Prepared by Measure Group LLC Page 24HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 2.95" for 10y 24hr event Inflow = 6.55 cfs @ 12.43 hrs, Volume= 0.818 af Primary = 6.55 cfs @ 12.43 hrs, Volume= 0.818 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=3.330 ac 6.55 cfs 6.55 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 25HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.520 ac 26.92% Impervious Runoff Depth=5.64"Subcatchment P1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=3.84 cfs 0.244 af Runoff Area=0.750 ac 69.33% Impervious Runoff Depth=6.53"Subcatchment P2: Center: Existing Tc=7.0 min CN=80/98 Runoff=7.07 cfs 0.408 af Runoff Area=1.950 ac 59.49% Impervious Runoff Depth=6.32"Subcatchment P3: South: Front Roof & Tc=7.0 min CN=80/98 Runoff=18.02 cfs 1.027 af Runoff Area=0.630 ac 55.56% Impervious Runoff Depth=6.24"Subcatchment P4: South: Back Roof & Tc=7.0 min CN=80/98 Runoff=5.77 cfs 0.328 af Inflow=17.26 cfs 1.894 afReach PT: Proposed Total Outflow=17.26 cfs 1.894 af Peak Elev=989.99' Storage=17,799 cf Inflow=16.12 cfs 1.600 afPond BF: Biofiltration Basin Primary=9.41 cfs 1.600 af Secondary=0.00 cfs 0.000 af Outflow=9.41 cfs 1.600 af Peak Elev=992.17' Storage=14,863 cf Inflow=25.09 cfs 1.435 afPond IB: Infiltration Basin Discarded=0.04 cfs 0.078 af Primary=11.39 cfs 1.272 af Secondary=4.59 cfs 0.050 af Outflow=16.02 cfs 1.400 af Inflow=13.67 cfs 1.650 afLink S: Total South Primary=13.67 cfs 1.650 af MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 26HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Runoff = 3.84 cfs @ 12.14 hrs, Volume= 0.244 af, Depth= 5.64" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.380 80 >75% Grass cover, Good, HSG D 0.140 98 Paved parking, HSG D 0.520 85 Weighted Average 0.380 80 73.08% Pervious Area 0.140 98 26.92% 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 P1: North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.520 ac Runoff Volume=0.244 af Runoff Depth=5.64" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 3.84 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 27HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Center: Existing Rerouted Runoff = 7.07 cfs @ 12.09 hrs, Volume= 0.408 af, Depth= 6.53" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.520 98 Paved parking, HSG D 0.750 92 Weighted Average 0.230 80 30.67% Pervious Area 0.520 98 69.33% 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 P2: Center: Existing Rerouted Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.750 ac Runoff Volume=0.408 af Runoff Depth=6.53" Tc=7.0 min CN=80/98 7.07 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 28HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P3: South: Front Roof & Parking Runoff = 18.02 cfs @ 12.09 hrs, Volume= 1.027 af, Depth= 6.32" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.790 80 >75% Grass cover, Good, HSG D 1.160 98 Paved parking, HSG D 1.950 91 Weighted Average 0.790 80 40.51% Pervious Area 1.160 98 59.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: South: Front Roof & Parking Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=1.950 ac Runoff Volume=1.027 af Runoff Depth=6.32" Tc=7.0 min CN=80/98 18.02 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 29HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South: Back Roof & Backyard Runoff = 5.77 cfs @ 12.09 hrs, Volume= 0.328 af, Depth= 6.24" Routed to Pond BF : Biofiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description 0.280 80 >75% Grass cover, Good, HSG D 0.350 98 Paved parking, HSG D 0.630 90 Weighted Average 0.280 80 44.44% Pervious Area 0.350 98 55.56% 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: South: Back Roof & Backyard Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.630 ac Runoff Volume=0.328 af Runoff Depth=6.24" Tc=7.0 min CN=80/98 5.77 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 30HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.850 ac, 56.36% Impervious, Inflow Depth = 5.90" for 100y 24hr event Inflow = 17.26 cfs @ 12.17 hrs, Volume= 1.894 af Outflow = 17.26 cfs @ 12.17 hrs, Volume= 1.894 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.850 ac 17.26 cfs 17.26 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 31HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond BF: Biofiltration Basin Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 5.76" for 100y 24hr event Inflow = 16.12 cfs @ 12.12 hrs, Volume= 1.600 af Outflow = 9.41 cfs @ 12.53 hrs, Volume= 1.600 af, Atten= 42%, Lag= 24.4 min Primary = 9.41 cfs @ 12.53 hrs, Volume= 1.600 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 Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 989.99' @ 12.53 hrs Surf.Area= 8,381 sf Storage= 17,799 cf Plug-Flow detention time= 91.2 min calculated for 1.599 af (100% of inflow) Center-of-Mass det. time= 91.2 min ( 866.4 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 987.00' 28,057 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 987.00 4,200 0 0 988.50 5,866 7,550 7,550 989.50 7,033 6,450 13,999 990.00 8,400 3,858 17,857 991.00 12,000 10,200 28,057 Device Routing Invert Outlet Devices #1 Secondary 990.00'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.30'12.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.30' / 983.20' S= 0.0040 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #3 Device 2 988.50'4.0' long Sharp-Crested Weir in OCS 2 End Contraction(s) #4 Device 2 983.58'6.0" Round Underdrain L= 113.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.58' / 983.30' S= 0.0025 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #5 Device 4 987.00'2.000 in/hr Filtration through media over Surface area above 983.50' Conductivity to Groundwater Elevation = 975.00' Excluded Surface area = 0 sf Phase-In= 0.01' Primary OutFlow Max=9.41 cfs @ 12.53 hrs HW=989.99' TW=0.00' (Dynamic Tailwater) 2=Culvert (Inlet Controls 9.41 cfs @ 11.98 fps) 3=Sharp-Crested Weir in OCS (Passes < 22.08 cfs potential flow) 4=Underdrain (Passes < 1.50 cfs potential flow) 5=Filtration through media (Passes < 0.45 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 32HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond BF: Biofiltration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.330 ac Peak Elev=989.99' Storage=17,799 cf 16.12 cfs 9.41 cfs 9.41 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 33HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond IB: Infiltration Basin Inflow Area = 2.700 ac, 62.22% Impervious, Inflow Depth = 6.38" for 100y 24hr event Inflow = 25.09 cfs @ 12.09 hrs, Volume= 1.435 af Outflow = 16.02 cfs @ 12.17 hrs, Volume= 1.400 af, Atten= 36%, Lag= 4.8 min Discarded = 0.04 cfs @ 12.17 hrs, Volume= 0.078 af Primary = 11.39 cfs @ 12.17 hrs, Volume= 1.272 af Routed to Pond BF : Biofiltration Basin Secondary = 4.59 cfs @ 12.17 hrs, Volume= 0.050 af Routed to Link S : Total South Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 992.17' @ 12.17 hrs Surf.Area= 5,371 sf Storage= 14,863 cf Plug-Flow detention time= 82.2 min calculated for 1.400 af (98% of inflow) Center-of-Mass det. time= 69.1 min ( 819.0 - 749.9 ) Volume Invert Avail.Storage Storage Description #1 988.00' 19,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 988.00 2,085 0 0 989.50 3,010 3,821 3,821 990.00 3,346 1,589 5,410 992.00 5,200 8,546 13,956 993.00 6,200 5,700 19,656 Device Routing Invert Outlet Devices #1 Secondary 991.80'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 989.20'18.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 989.20' / 989.10' S= 0.0017 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #3 Discarded 988.00'0.300 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 975.00' Discarded OutFlow Max=0.04 cfs @ 12.17 hrs HW=992.17' (Free Discharge) 3=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=11.39 cfs @ 12.17 hrs HW=992.17' TW=989.58' (Dynamic Tailwater) 2=Culvert (Barrel Controls 11.39 cfs @ 6.44 fps) Secondary OutFlow Max=4.56 cfs @ 12.17 hrs HW=992.17' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) (Weir Controls 4.56 cfs @ 2.08 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 34HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond IB: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.700 ac Peak Elev=992.17' Storage=14,863 cf 25.09 cfs 16.02 cfs 0.04 cfs 11.39 cfs 4.59 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2_Santa Vera Apts Chanha Printed 3/25/2025Prepared by Measure Group LLC Page 35HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 5.95" for 100y 24hr event Inflow = 13.67 cfs @ 12.18 hrs, Volume= 1.650 af Primary = 13.67 cfs @ 12.18 hrs, Volume= 1.650 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.330 ac 13.67 cfs 13.67 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 36HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.520 ac 26.92% Impervious Runoff Depth=0.49"Subcatchment P1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=0.32 cfs 0.021 af Runoff Area=0.750 ac 69.33% Impervious Runoff Depth=0.89"Subcatchment P2: Center: Existing Tc=7.0 min CN=80/98 Runoff=1.07 cfs 0.056 af Runoff Area=1.950 ac 59.49% Impervious Runoff Depth=0.80"Subcatchment P3: South: Front Roof & Tc=7.0 min CN=80/98 Runoff=2.46 cfs 0.130 af Runoff Area=0.630 ac 55.56% Impervious Runoff Depth=0.76"Subcatchment P4: South: Back Roof & Tc=7.0 min CN=80/98 Runoff=0.75 cfs 0.040 af Inflow=0.52 cfs 0.149 afReach PT: Proposed Total Outflow=0.52 cfs 0.149 af Peak Elev=987.46' Storage=2,038 cf Inflow=0.78 cfs 0.128 afPond BF: Biofiltration Basin Primary=0.23 cfs 0.128 af Secondary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.128 af Peak Elev=989.67' Storage=4,339 cf Inflow=3.53 cfs 0.186 afPond IB: Infiltration Basin Discarded=0.02 cfs 0.067 af Primary=0.63 cfs 0.088 af Secondary=0.00 cfs 0.000 af Outflow=0.65 cfs 0.155 af Inflow=0.23 cfs 0.128 afLink S: Total South Primary=0.23 cfs 0.128 af MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 37HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Runoff = 0.32 cfs @ 12.15 hrs, Volume= 0.021 af, Depth= 0.49" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40" Area (ac) CN Description 0.380 80 >75% Grass cover, Good, HSG D 0.140 98 Paved parking, HSG D 0.520 85 Weighted Average 0.380 80 73.08% Pervious Area 0.140 98 26.92% 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 P1: North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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 1.4-inches Rainfall=1.40" Runoff Area=0.520 ac Runoff Volume=0.021 af Runoff Depth=0.49" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 0.32 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 38HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Center: Existing Rerouted Runoff = 1.07 cfs @ 12.10 hrs, Volume= 0.056 af, Depth= 0.89" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40" Area (ac) CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.520 98 Paved parking, HSG D 0.750 92 Weighted Average 0.230 80 30.67% Pervious Area 0.520 98 69.33% 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 P2: Center: Existing Rerouted Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40" Runoff Area=0.750 ac Runoff Volume=0.056 af Runoff Depth=0.89" Tc=7.0 min CN=80/98 1.07 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 39HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P3: South: Front Roof & Parking Runoff = 2.46 cfs @ 12.10 hrs, Volume= 0.130 af, Depth= 0.80" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40" Area (ac) CN Description 0.790 80 >75% Grass cover, Good, HSG D 1.160 98 Paved parking, HSG D 1.950 91 Weighted Average 0.790 80 40.51% Pervious Area 1.160 98 59.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: South: Front Roof & Parking Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40" Runoff Area=1.950 ac Runoff Volume=0.130 af Runoff Depth=0.80" Tc=7.0 min CN=80/98 2.46 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 40HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South: Back Roof & Backyard Runoff = 0.75 cfs @ 12.10 hrs, Volume= 0.040 af, Depth= 0.76" Routed to Pond BF : Biofiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40" Area (ac) CN Description 0.280 80 >75% Grass cover, Good, HSG D 0.350 98 Paved parking, HSG D 0.630 90 Weighted Average 0.280 80 44.44% Pervious Area 0.350 98 55.56% 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: South: Back Roof & Backyard Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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 1.4-inches Rainfall=1.40" Runoff Area=0.630 ac Runoff Volume=0.040 af Runoff Depth=0.76" Tc=7.0 min CN=80/98 0.75 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 41HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.850 ac, 56.36% Impervious, Inflow Depth = 0.46" for 1.4-inches event Inflow = 0.52 cfs @ 12.15 hrs, Volume= 0.149 af Outflow = 0.52 cfs @ 12.15 hrs, Volume= 0.149 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (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=3.850 ac 0.52 cfs 0.52 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 42HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond BF: Biofiltration Basin Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 0.46" for 1.4-inches event Inflow = 0.78 cfs @ 12.34 hrs, Volume= 0.128 af Outflow = 0.23 cfs @ 13.82 hrs, Volume= 0.128 af, Atten= 71%, Lag= 88.9 min Primary = 0.23 cfs @ 13.82 hrs, Volume= 0.128 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 Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 987.46' @ 13.82 hrs Surf.Area= 4,708 sf Storage= 2,038 cf Plug-Flow detention time= 86.4 min calculated for 0.128 af (100% of inflow) Center-of-Mass det. time= 86.4 min ( 906.0 - 819.6 ) Volume Invert Avail.Storage Storage Description #1 987.00' 28,057 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 987.00 4,200 0 0 988.50 5,866 7,550 7,550 989.50 7,033 6,450 13,999 990.00 8,400 3,858 17,857 991.00 12,000 10,200 28,057 Device Routing Invert Outlet Devices #1 Secondary 990.00'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.30'12.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.30' / 983.20' S= 0.0040 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #3 Device 2 988.50'4.0' long Sharp-Crested Weir in OCS 2 End Contraction(s) #4 Device 2 983.58'6.0" Round Underdrain L= 113.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.58' / 983.30' S= 0.0025 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #5 Device 4 987.00'2.000 in/hr Filtration through media over Surface area above 983.50' Conductivity to Groundwater Elevation = 975.00' Excluded Surface area = 0 sf Phase-In= 0.01' Primary OutFlow Max=0.23 cfs @ 13.82 hrs HW=987.46' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 0.23 cfs of 7.23 cfs potential flow) 3=Sharp-Crested Weir in OCS ( Controls 0.00 cfs) 4=Underdrain (Passes 0.23 cfs of 1.16 cfs potential flow) 5=Filtration through media ( Controls 0.23 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 43HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond BF: Biofiltration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.330 ac Peak Elev=987.46' Storage=2,038 cf 0.78 cfs 0.23 cfs 0.23 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 44HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond IB: Infiltration Basin Inflow Area = 2.700 ac, 62.22% Impervious, Inflow Depth = 0.83" for 1.4-inches event Inflow = 3.53 cfs @ 12.10 hrs, Volume= 0.186 af Outflow = 0.65 cfs @ 12.55 hrs, Volume= 0.155 af, Atten= 82%, Lag= 27.1 min Discarded = 0.02 cfs @ 12.55 hrs, Volume= 0.067 af Primary = 0.63 cfs @ 12.55 hrs, Volume= 0.088 af Routed to Pond BF : Biofiltration Basin Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 989.67' @ 12.55 hrs Surf.Area= 3,124 sf Storage= 4,339 cf Plug-Flow detention time= 461.7 min calculated for 0.155 af (83% of inflow) Center-of-Mass det. time= 409.8 min ( 1,184.4 - 774.6 ) Volume Invert Avail.Storage Storage Description #1 988.00' 19,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 988.00 2,085 0 0 989.50 3,010 3,821 3,821 990.00 3,346 1,589 5,410 992.00 5,200 8,546 13,956 993.00 6,200 5,700 19,656 Device Routing Invert Outlet Devices #1 Secondary 991.80'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 989.20'18.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 989.20' / 989.10' S= 0.0017 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #3 Discarded 988.00'0.300 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 975.00' Discarded OutFlow Max=0.02 cfs @ 12.55 hrs HW=989.67' (Free Discharge) 3=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=0.63 cfs @ 12.55 hrs HW=989.67' TW=987.24' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.63 cfs @ 1.99 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=988.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 45HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond IB: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=2.700 ac Peak Elev=989.67' Storage=4,339 cf 3.53 cfs 0.65 cfs 0.02 cfs 0.63 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 1.4-inches Rainfall=1.40"2_Santa Vera Apts Printed 3/25/2025Prepared by Measure Group LLC Page 46HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 0.46" for 1.4-inches event Inflow = 0.23 cfs @ 13.82 hrs, Volume= 0.128 af Primary = 0.23 cfs @ 13.82 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.25 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 Inflow Area=3.330 ac 0.23 cfs 0.23 cfs 2_Santa Vera Apts Chanhassen MN Printed 3/25/2025Prepared by Measure Group LLC Page 1HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.680 80 >75% Grass cover, Good, HSG D (P1, P2, P3, P4) 2.170 98 Paved parking, HSG D (P1, P2, P3, P4) Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 2HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.01 hrs, 30001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.520 ac 26.92% Impervious Runoff Depth=5.44"Subcatchment P1: North Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 Runoff=0.09 cfs 0.236 af Runoff Area=0.750 ac 69.33% Impervious Runoff Depth=6.32"Subcatchment P2: Center: Existing Tc=7.0 min CN=80/98 Runoff=0.14 cfs 0.395 af Runoff Area=1.950 ac 59.49% Impervious Runoff Depth=6.12"Subcatchment P3: South: Front Roof & Tc=7.0 min CN=80/98 Runoff=0.34 cfs 0.994 af Runoff Area=0.630 ac 55.56% Impervious Runoff Depth=6.04"Subcatchment P4: South: Back Roof & Tc=7.0 min CN=80/98 Runoff=0.11 cfs 0.317 af Inflow=0.33 cfs 1.471 afReach PT: Proposed Total Outflow=0.33 cfs 1.471 af Peak Elev=988.15' Storage=5,570 cf Inflow=0.56 cfs 1.235 afPond BF: Biofiltration Basin Primary=0.27 cfs 1.235 af Secondary=0.00 cfs 0.000 af Outflow=0.27 cfs 1.235 af Peak Elev=989.60' Storage=4,117 cf Inflow=0.48 cfs 1.389 afPond IB: Infiltration Basin Discarded=0.02 cfs 0.471 af Primary=0.45 cfs 0.918 af Secondary=0.00 cfs 0.000 af Outflow=0.47 cfs 1.389 af Inflow=0.27 cfs 1.235 afLink S: Total South Primary=0.27 cfs 1.235 af Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 3HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Runoff = 0.09 cfs @ 121.30 hrs, Volume= 0.236 af, Depth= 5.44" Routed to Reach PT : Proposed Total Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Area (ac) CN Description 0.380 80 >75% Grass cover, Good, HSG D 0.140 98 Paved parking, HSG D 0.520 85 Weighted Average 0.380 80 73.08% Pervious Area 0.140 98 26.92% 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 P1: North Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (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" Runoff Area=0.520 ac Runoff Volume=0.236 af Runoff Depth=5.44" Flow Length=140' Slope=0.0400 '/' Tc=10.3 min CN=80/98 0.09 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 4HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Center: Existing Rerouted Runoff = 0.14 cfs @ 121.28 hrs, Volume= 0.395 af, Depth= 6.32" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Area (ac) CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.520 98 Paved parking, HSG D 0.750 92 Weighted Average 0.230 80 30.67% Pervious Area 0.520 98 69.33% 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 P2: Center: Existing Rerouted Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Runoff Area=0.750 ac Runoff Volume=0.395 af Runoff Depth=6.32" Tc=7.0 min CN=80/98 0.14 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 5HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P3: South: Front Roof & Parking Runoff = 0.34 cfs @ 121.28 hrs, Volume= 0.994 af, Depth= 6.12" Routed to Pond IB : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Area (ac) CN Description 0.790 80 >75% Grass cover, Good, HSG D 1.160 98 Paved parking, HSG D 1.950 91 Weighted Average 0.790 80 40.51% Pervious Area 1.160 98 59.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Tc Minimum (per MNDOT DM) Subcatchment P3: South: Front Roof & Parking Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (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 Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Runoff Area=1.950 ac Runoff Volume=0.994 af Runoff Depth=6.12" Tc=7.0 min CN=80/98 0.34 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 6HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment P4: South: Back Roof & Backyard Runoff = 0.11 cfs @ 121.28 hrs, Volume= 0.317 af, Depth= 6.04" Routed to Pond BF : Biofiltration Basin Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20" Area (ac) CN Description 0.280 80 >75% Grass cover, Good, HSG D 0.350 98 Paved parking, HSG D 0.630 90 Weighted Average 0.280 80 44.44% Pervious Area 0.350 98 55.56% 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: South: Back Roof & Backyard Runoff Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)0.12 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" Runoff Area=0.630 ac Runoff Volume=0.317 af Runoff Depth=6.04" Tc=7.0 min CN=80/98 0.11 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 7HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Reach PT: Proposed Total Inflow Area = 3.850 ac, 56.36% Impervious, Inflow Depth = 4.58" for Snowmelt_10d_100yr event Inflow = 0.33 cfs @ 122.10 hrs, Volume= 1.471 af Outflow = 0.33 cfs @ 122.10 hrs, Volume= 1.471 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Reach PT: Proposed Total Inflow Outflow Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=3.850 ac 0.33 cfs 0.33 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 8HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond BF: Biofiltration Basin Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 4.45" for Snowmelt_10d_100yr event Inflow = 0.56 cfs @ 121.37 hrs, Volume= 1.235 af Outflow = 0.27 cfs @ 125.58 hrs, Volume= 1.235 af, Atten= 51%, Lag= 252.6 min Primary = 0.27 cfs @ 125.58 hrs, Volume= 1.235 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 Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Peak Elev= 988.15' @ 125.58 hrs Surf.Area= 5,478 sf Storage= 5,570 cf Plug-Flow detention time= 87.1 min calculated for 1.235 af (100% of inflow) Center-of-Mass det. time= 87.1 min ( 8,091.0 - 8,004.0 ) Volume Invert Avail.Storage Storage Description #1 987.00' 28,057 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 987.00 4,200 0 0 988.50 5,866 7,550 7,550 989.50 7,033 6,450 13,999 990.00 8,400 3,858 17,857 991.00 12,000 10,200 28,057 Device Routing Invert Outlet Devices #1 Secondary 990.00'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 983.30'12.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.30' / 983.20' S= 0.0040 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #3 Device 2 988.50'4.0' long Sharp-Crested Weir in OCS 2 End Contraction(s) #4 Device 2 983.58'6.0" Round Underdrain L= 113.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 983.58' / 983.30' S= 0.0025 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #5 Device 4 987.00'2.000 in/hr Filtration through media over Surface area above 983.50' Conductivity to Groundwater Elevation = 975.00' Excluded Surface area = 0 sf Phase-In= 0.01' Primary OutFlow Max=0.27 cfs @ 125.58 hrs HW=988.15' TW=0.00' (Dynamic Tailwater) 2=Culvert (Passes 0.27 cfs of 7.89 cfs potential flow) 3=Sharp-Crested Weir in OCS ( Controls 0.00 cfs) 4=Underdrain (Passes 0.27 cfs of 1.26 cfs potential flow) 5=Filtration through media ( Controls 0.27 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=987.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 9HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond BF: Biofiltration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)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=3.330 ac Peak Elev=988.15' Storage=5,570 cf 0.56 cfs 0.27 cfs 0.27 cfs 0.00 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 10HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Pond IB: Infiltration Basin Inflow Area = 2.700 ac, 62.22% Impervious, Inflow Depth = 6.17" for Snowmelt_10d_100yr event Inflow = 0.48 cfs @ 121.28 hrs, Volume= 1.389 af Outflow = 0.47 cfs @ 121.44 hrs, Volume= 1.389 af, Atten= 2%, Lag= 9.6 min Discarded = 0.02 cfs @ 121.44 hrs, Volume= 0.471 af Primary = 0.45 cfs @ 121.44 hrs, Volume= 0.918 af Routed to Pond BF : Biofiltration Basin Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link S : Total South Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Peak Elev= 989.60' @ 121.44 hrs Surf.Area= 3,075 sf Storage= 4,117 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 714.4 min ( 8,395.1 - 7,680.7 ) Volume Invert Avail.Storage Storage Description #1 988.00' 19,656 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 988.00 2,085 0 0 989.50 3,010 3,821 3,821 990.00 3,346 1,589 5,410 992.00 5,200 8,546 13,956 993.00 6,200 5,700 19,656 Device Routing Invert Outlet Devices #1 Secondary 991.80'6.0' long Sharp-Crested Weir (Berm EO) 2 End Contraction(s) 1.0' Crest Height #2 Primary 989.20'18.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 989.20' / 989.10' S= 0.0017 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #3 Discarded 988.00'0.300 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 975.00' Discarded OutFlow Max=0.02 cfs @ 121.44 hrs HW=989.60' (Free Discharge) 3=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=0.45 cfs @ 121.44 hrs HW=989.60' TW=987.75' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.45 cfs @ 1.79 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=988.00' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Weir (Berm EO) ( Controls 0.00 cfs) Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 11HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Pond IB: Infiltration Basin Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.700 ac Peak Elev=989.60' Storage=4,117 cf 0.48 cfs 0.47 cfs 0.02 cfs 0.45 cfs 0.00 cfs Snowmelt_10d_100yr Snowmelt_10d_100yr Rainfall=7.20"2_Santa Vera Apts Chanhassen M Printed 3/25/2025Prepared by Measure Group LLC Page 12HydroCAD® 10.20-6a s/n 13749 © 2024 HydroCAD Software Solutions LLC Summary for Link S: Total South Inflow Area = 3.330 ac, 60.96% Impervious, Inflow Depth = 4.45" for Snowmelt_10d_100yr event Inflow = 0.27 cfs @ 125.58 hrs, Volume= 1.235 af Primary = 0.27 cfs @ 125.58 hrs, Volume= 1.235 af, Atten= 0%, Lag= 0.0 min Routed to Reach PT : Proposed Total Primary outflow = Inflow, Time Span= 0.00-300.00 hrs, dt= 0.01 hrs Link S: Total South Inflow Primary Hydrograph Time (hours) 300280260240220200180160140120100806040200Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=3.330 ac 0.27 cfs 0.27 cfs Appendix D: MIDS Model Output (Existing & Proposed Conditions) Project Information Calculator Version: Version 4: July 2020 Project Name:Santa Vera Apartments User Name / Company Name: Measure Group LLC Date: 03/25/2025 Project Description:Redevelopment of the Santa Vera Apartments site near downtown Chanhassen to add a proposed 59-unit Multifamily building south of the existing apartment building. Project includes related parking lot, connecting drive, utilities, and stormwater management. Construction Permit?:Yes 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 3.02 3.02 Impervious Area (acres) .83 Total Area (acres) 3.85 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 - Existing Conditions Summary Information Performance Goal Requirement Performance goal volume retention requirement: 3314 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 3.4613 acre-ft Annual runoff volume removed by BMPs: acre-ft Percent annual runoff volume removed: % Post development annual particulate P load:1.5534 lbs Annual particulate P removed by BMPs: lbs Post development annual dissolved P load: 1.271 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: 513.1 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: 03/25/2025 Project Description:Redevelopment of the Santa Vera Apartments site near downtown Chanhassen to add a proposed 59-unit Multifamily building south of the existing apartment building. 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 1.68 1.68 Impervious Area (acres) 2.17 Total Area (acres) 3.85 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 1.68 1.68 Impervious Area (acres) 2.17 Total Area (acres) 3.85 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 8665 ft3 Volume removed by BMPs towards performance goal: 5520 ft³ Percent volume removed towards performance goal 64 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 5.5648 acre-ft Annual runoff volume removed by BMPs: 3.582 acre-ft Percent annual runoff volume removed: 64 % Post development annual particulate P load:2.4975 lbs Annual particulate P removed by BMPs: 2.104 lbs Post development annual dissolved P load: 2.043 lbs Annual dissolved P removed by BMPs: 1.617 lbs Total P removed by BMPs 3.721 lbs Percent annual total phosphorus removed: 82 % Post development annual TSS load: 824.9 lbs Annual TSS removed by BMPs:738.9 lbs Percent annual TSS removed: 90 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Bioretention basin (with underdrain)1171 3966 1171 2795 30 P2 & P3 - Infiltration basin (aboveground)2940 6708 2940 3768 44 P1 -Stormwater disconnection (Impervious disconnection)209 559 209 350 37 P4 - Harvest and re-use/Cistern 1200 1398 1200 198 86 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 (%) Bioretention basin (with underdrain)0 1.9474 0.4011 1.5463 21 P2 & P3 - Infiltration basin (aboveground)4.1565 0 2.7281 1.4284 66 P1 -Stormwater disconnection (Impervious disconnection)0.5057 0 0.0692 0.4365 14 P4 - Harvest and re-use/Cistern 0.9026 0 0.3835 0.5191 42 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0 0.874 0.6764 0.1976 77 P2 & P3 - Infiltration basin (aboveground)1.8654 0 1.2244 0.641 66 P1 -Stormwater disconnection (Impervious disconnection)0.227 0 0.0311 0.1959 14 P4 - Harvest and re-use/Cistern 0.4051 0 0.1721 0.233 42 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0 0.7151 0.44896 0.2661 63 P2 & P3 - Infiltration basin (aboveground)1.5263 0 1.0018 0.5245 66 P1 -Stormwater disconnection (Impervious disconnection)0.1857 0 0.0254 0.1603 14 P4 - Harvest and re-use/Cistern 0.3314 0 0.1408 0.1906 42 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0 1.5891 1.12536 0.4637 70 P2 & P3 - Infiltration basin (aboveground)3.3917 0 2.2262 1.1655 66 P1 -Stormwater disconnection (Impervious disconnection)0.4127 0 0.0565 0.3562 14 P4 - Harvest and re-use/Cistern 0.7365 0 0.3129 0.4236 42 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0 288.69 223.42 65.27 77 P2 & P3 - Infiltration basin (aboveground)616.16 0 404.42 211.74 66 P1 -Stormwater disconnection (Impervious disconnection)74.96 0 54.25 20.71 72 P4 - Harvest and re-use/Cistern 133.8 0 56.85 76.95 42 BMP Schematic Appendix E: Irrigation Usage Plan UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UEUEUE UE UE UEUEUEUEUEUEUEUEUEUE UEUE UE UE UE UE U E UEGGGGGG GG G GGGG GGGGGGGGG GGGGGGGGXXXXXXGMEMGM2 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 SIGN "STOP"SIGN "STOP"SIGN "NO PARKING"SARATOGA DRIVELAREDO DRIVE SANTAVERA DRIVEPID: 257620020OWNER: SANTA VERA APARTMENTS LLCPID: 257620010OWNER: CHANHASSEN CITYBITUMINOUS TRAIL BITUMINOUS TRAILBITUMINOUS PARKING LOTSIGN "15MPH"1' BLOCKRET. WALL1' BLOCKRET. WALL1' BLOCKRET. WALLTTCHAIN LINKFENCE1' BLOCKRET. WALLCABXCABX10 10101010101010101010 10 101010ROOF OVERHANGROOF OVERHANGDELRIODRIVECABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONDrainage and Utility Easement perSARATOGA 3RD ADDITIONSS#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" mapleSSHH#86-50" cottonwood#85-20" cottonwood#84-16" boxelder#83-14" boxelder#87-12" maple#88-ash, 2-stem(8,8)#89-22" maple#90 15" maple#91-16" maple#95-48" maple#92-15" maple#126-11" cottonwood#118-28" maple#7-18" poplar#14-11" boxelder#13-60" cottonwood#15-11" boxelder#20-10" boxelderSS#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"47.222.546.222.1 46.222. 2 70.516. 1 23.514. 2 16.522. 517.214. 1 23.516 . 1 68.822. 2 46.222.11.0 24. 0 31.81.0 8.61.0 43.24.0 24.040. 6 83.624.0 83.04. 0 24.08.631.842.61.048.63 STORYMULTIFAMILY59 UNITSFFE: 1000.00GFE: 989.33HYD INFILTRATIONBASINHWL:992.17BERM:992.00OUT:989.20BOT:988.00BIOFILTRATIONBASINBERM:990.50HWL:989.99LOW RIM:988.50TOP MEDIA:987.00DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA04.04.2025CITY 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.Sheet:XX.XX.XX53234Joshua J McKinney, PLAN O T F O R C O N S T R U C T I O NIRRIGATIONUSAGE PLANSCALE IN FEET06030IRRIGATION EXHIBITAPPENDIX EIRRIGATED AREA0.9 ACRES Appendix F : Operations & Maintenance Documents (Declaration and Exhibits) template[maintain 4" top margin] DECLARATION THIS DECLARATION i s m a d e t h i s _ _ _ _ _ _ d a y o f _ _ _ _ _ _ _ _ _ _ _ , 2 0 _ _ , by __________________ , [description] (Declarant), in favor of the Riley Purgatory Bluff Creek Watershed District, a governmental subdivision of the State of Minnesota with purposes and powers pursuant to Minnesota Statutes chapters 103B and 103D (RPBCWD). RECITALS WHEREAS, Declarant is the owner of real property within the City of _________, [Hennepin/Carver] County, Minnesota, platted and legally described as: [legal description] (the Property) and no one other than Declarant and [NAME(S) HERE], has any right, title or legal interest in the Property; and WHEREAS, the Property constitutes the entirety of the land to which RPBCWD permit # ______ applies; and WHEREAS, Declarant desires to subject the Property to certain conditions and restrictions related to maintenance of facilities and site conditions required by the RPBCWD as a condition of issuance of permit no. _________ for the mutual benefit of the RPBCWD and Declarant. RPBCWD Declaration Template 11-21-14 template NOW, THEREFORE, D e c l a ra n t m a k e s t h i s d e c l a rat i o n a n d h e re b y d e c l a re s 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.BUFFER AREAS a.Buffer vegetation must not be cultivated, cropped, pastured, mowed, fertilized, subject to the placement of mulch or yard waste, or otherwise disturbed, except for periodic cutting or burning that promotes the health of the buffer, actions to address disease or invasive species, mowing for purposes of public safety, temporary disturbance for placement or repair of buried utilities, or other actions to maintain or improve buffer quality and performance, each as approved by the District in advance in writing or when implemented pursuant to a written maintenance plan approved by the District. b.Diseased, noxious, invasive or otherwise hazardous trees or vegetation may be selectively removed from buffer areas and trees may be selectively pruned to maintain health. c.Pesticides and herbicides may be used in accordance with Minnesota Department of Agriculture rules and guidelines. d.No fill, debris or other material will be placed within a buffer. e.No structure or impervious cover (hard surface) may be created within a buffer area beyond that shown in the scaled site plan attached to this declaration as Exhibit A. f.Permanent wetland buffer monuments will be maintained in the locations shown on the approved site plan attached as Exhibit A. Language shall indicate the purpose of the buffer, restrictions and the name and website address of the Riley Purgatory Bluff Creek Watershed District. 2.WATERBODY CROSSINGS & STRUCTURES a.Crossings and structures in contact with the bed or bank of a waterbody will be inspected at least once a year and maintained in good repair in perpetuity to ensure adequate hydraulic and navigational capacity is retained in accordance with approved plans; to ensure no net increase in the flood stage beyond that achieved by the approved plans; to prevent adverse effects to 2 templatewater quality, changes to the existing flowline/gradient and increased scour, erosion or sedimentation; and minimizing the potential for obstruction of the waterbody. 3.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.Raingardens, infiltration basins and filtration basins. Raingardens, infiltration basins and filtration basins will be inspected annually to ensure continued live storage capacity at or above the design volume. Invasive vegetation, excess sediment and debris will be removed as needed and healthy plant growth will be maintained to ensure that the facilities continue to perform per design. c.Vegetated swales. Vegetated swales will remain free from mowing or other vegetative disturbance, fertilizer application, yard or other waste disposal, the placement of structures or any other alteration that impedes the function of the vegetated swale. d.Pervious pavement. Pervious pavement will be inspected after at least one major storm per year and otherwise annually to ensure continuing performance per design. Surface openings will be vacuumed in dry weather to remove dry, encrusted sediment as necessary. Broken units that impair the structural integrity of the surface will be replaced. If water stands for an extended period of time, the base materials will be removed and replaced. e.Underground storage facilities. U n d e rg ro u n d s t o ra ge f a c i l i t i e s w i l l b e inspected at least annually to ensure continuing performance per design. Capacity will be considered inadequate if sediment has decreased the storage volume by 50 percent of the original design volume. Accumulated debris and sediment will be removed, and inlet and outlet structures will be kept clear of any flow impediments. 3 templatef.Grit chambers, sump catch basins and sump manholes. G r i t c h a m b e r s , sump catch basins and sump manholes will be inspected in the spring, summer and fall of each year. All sediment and debris will be removed as needed such that the stormwater facilities operate as designed and permitted. g.Proprietary stormwater facilities. P ro p r i e t a r y s t o r m w at e r f a c i l i t i e s w i l l b e inspected at least annually and maintained as specified or recommended by the manufacturer and/or installer as described in Exhibit B . 3.Written Report. Property owner will submit to the RPBCWD annually a brief written report that describes the maintenance activities performed under this Declaration, including dates, locations of inspections and the maintenance activities performed. 4.Violation. The RPBCWD may seek any remedy in law or equity against the Declarant as long as the Declarant owns the Property and thereafter against the Property Owner for a violation of this declaration. “Property Owner” as used in this declaration means the owner of the Property or a lot or outlot of record within the Property to which a maintenance obligation herein applies. 5.Recitals. The recitals set forth above are expressly incorporated herein. IN WITNESS WHEREOF, the undersigned has executed this instrument the day and year first set forth. DECLARANT: By:______________________________ [name, and company and representative capacity, if applicable] By:______________________________ [name, and company and representative capacity, if applicable] STATE OF MINNESOTA ) )ss. COUNTY OF __________ ) The foregoing instrument was acknowledged before me this _____ day of ________________, 20__, by ____________________________[, as ________________________ of ____________________________________]. 4 template ____________________________________ Notary Public This instrument was drafted by: 5 templateCONSENT AND SUBORDINATION ________________, a Minnesota corporation, the holder of a [type of security or other legal interest in the property] dated ____________, 20__, filed for record with the County [Recorder/Registrar] of [Hennepin/Carver] County, Minnesota on ______________, _____ as Document No. ____________, hereby consents to the recording of the attached declaration and agrees that its rights in the property affected by the declaration will be subordinated thereto. IN WITNESS WHEREOF, __________, a Minnesota corporation, has caused this consent and subordination to be executed this ______ day of _________, 20___. _________________________ a Minnesota corporation By:___________________________________ Its:___________________________________ STATE OF MINNESOTA ) ) ss. COUNTY OF __________ ) The foregoing instrument was acknowledged before me this _____ day of ________________, 20__, by ____________________________, as ________________________ of ____________________________________. ____________________________________ Notary Public RPBCWD Consent & Subordination template |||||||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UEUEUE UE UE UEUEUEUEUEUEUEUEUEUE UEUE UE UE UE UE U E UEGGGGGG GG G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP 12" RCP 15" PVC15" RCP 24" RCP2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERWO O D SH E D 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. WALLCHAIN LINKFENCE1' BLOCKRET. WALLCABXCABX10 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)DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage 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=988.04H YDSSCBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WSSCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SWSSAREA : 167713.25 SF3.85 ACRES47.222. 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 48.6 990 995 1000 1005 989 991 992993 994 996 997 998999 1001 1002 1003 1004 990995 989989 99 1 9919919929939949969971000100099799799899899999910011001 995991 992993994996995996997995 996997998999990 99 5 991992 993 9949961005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992. 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 99 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.799 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.599 8 . 5 1001.7 992.6992.83 STORYMULTIFAMILY59 UNITSFFE: 1000.00GFE: 989.33UE UE UE UE U E UEGGG G GGGGHYD DDDINFILTRATIONBASINHWL:992.17BERM:992.00OUT:989.20BOT:988.00BIOFILTRATIONBASINBERM:990.50HWL:989.99LOW RIM:988.50TOP MEDIA:987.00|||||||||||||||||||||||||||||||||||||||||UEUEUEUEUEUEUEUEUEUEUEUEUE UE UE UEUE UE UE UE UEUEUEUE UE UE UE UEUEUE UE UE UEUEUEUEUEUEUEUEUEUE UEUE UE UE UE UE U E UEGGGGGG GG G G GGGGGGGGGGGG GGGGGGGGXXXXXX15" RCP 12" RCP 12" RCP 15" PVC15" RCP 24" RCP2 STORY FRAME & STUCCO MULTI-UNIT BUILDINGAREA = 9103 SFBLDG #611BLDG #6211 Story Frame & Stucco Garage ComplexArea = 4630 SFCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCOVERED ENTRYCANTILEVERWO O D SH E D 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. WALLCHAIN LINKFENCE1' BLOCKRET. WALLCABXCABX10 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)DELRIODRIVE21" RCPCABXROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)ROCK MULCH (TYP.)CONCRETE STAIRSW/ HANDRAILWOOD MULCHCONCRETE STAIRSW/ HANDRAILCONCRETESTAIRSROCK MULCH (TYP.)ROCK MULCH (TYP.)GRAVEL LOTDrainage 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=988.04H YDSSCBRE=994.17INV=991.53 SWINV=990.37 EINV=990.35 WSSCBRE=995.23INV=990.75 ECBRE=994.83CBRE=995.60HHCBRE=995.72INV=992.08 NEINV=991.88 SWCBRE=996.29INV=992.59 NEINV=992.85 SWSSAREA : 167713.25 SF3.85 ACRES47.222. 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 48.6 990 995 1000 1005 989 991 992993 994 996 997 998999 1001 1002 1003 1004 990995 989989 99 1 9919919929939949969971000100099799799899899999910011001 995991 992993994996995996997995 996997998999990 99 5 991992 993 9949961005.91005.51005.71005.81001.61001.41001.61001.81001.01001.61001.0998.4998.8999.1999.2999.1998.9998.7998.7 997.8995.6997.2995.0994.6995.2993.4993.2993.1993.5993.8992. 6 994.4995.7999.0996.9995.8997.0995.3995.699 5 . 7 99 4 . 4 994.2993.2992.3993.7994.8995.3995.8996.1995.8996.0995.6994.7994.8994.4993.5993.7991.8992.5994.8995.9992.2991.4993.8996.7997.8997.4995.3997.9995.7991.1991.7993.9995.2995.5996.2996.6997.2997.41000.71001.61003.21002.41001.9996.5995.7993.5992.7992.5991.1991.2990.8990.4993.1991.3990.2989.2990.8990.7990.3990.799 2 . 5 993.8991.8989.4 989.3989.2989.0988.6988.7990.2991.4991.4992.0992.5989.4990.3990.7999.2998.7998.599 8 . 5 1001.7 992.6992.8 -3 .8%-3.9%-2.9%-2.0%-0.8%-1.8%-1.6% -3 . 5% -9. 4 %-1.5%-4.5%-2.5%-30.0%-4.5%-6.4%-33.3%-3.0%-2.5%-4.9%-1.9%-1.7% -1. 2 %-2.8%-2.5%-3.5%-2.9%-4.5%-1.8%-9.5%-1. 6 %-2.8%-2.0%-1.8%-1.6% -7. 3 %-7.0%997-3.3%-3.3%-4.5%-33.3%-5.0%SITE E.O.-30.3%993994995998996999994995996 99 5 9969991000 99 3 99 1 98 9 990 98 4 988 984 999999996997998 990990994 992 9 9 2 990 988 9 9 0 9 8 8 9949989961004.80 M.E.999.20999.28995.80 M.E.996.00 M.E.995.80 M.E.995.30 M.E.995.20 M.E.996.80 M.E.995.60 M.E.996.30 M.E.995.90 M.E.996.00995.93996.40997.00998.10997.50999.38998.56998.50998.80998.20998.90999.72998.90998.90998.60998.60998.90998.90998.90998.90998.10997.85996.05 M.E.996.60 M.E.999.40999.40999.40991.00 M.E.991.50 M.E.991.70 M.E.991.00 M.E.993.32 M.E.993.05 M.E.993.05 M.E.995.00 M.E.998.70 M.E.998.86 M.E.997.51 M.E.999.06999.121000.00999.50999.50999.50990.90989.33990.20 BW998.20 TW997.80989.331000.00999.50999.50998.40998.07997.50998.30999.10999.04999.60998.46998.50999.50999.70994.22994.15995.12995.70993.20993.60993.56999.60999.40998.68996.30996.00998.30998.50998.54998.38997.06997.60996.70997.28996.30993.60995.00995.60989.20989.20995.60994.70 BW995.70 TW993.701001.30 M.E.1000.30 M.E.996.70 M.E.993.50 M.E.995.50 M.E.999.12999.20998.32998.50999.00998.50999.00998.50998.50999.00998.50999.001000.33 M.E.1000.25 M.E.1000.40 M.E.1001.10 M.E.1000.50 M.E.997.50 M.E.990.00 M.E.989.92 M.E.988.70 M.E.988.70988.20 M.E.988.30 M.E.987.70 M.E.989.20 M.E.988.60994.17992.80992.73994.13996.10995.501002.00 TW999.26 BW994.80 BW995.00 BW995.50 BW1000.00 TW1004.50 TW1002.00 TW995.30 TW997.00 TW997.50 TW991.80 BASIN E.O.993990.40990.00 BASIN E.O.993 991 989 990 999.00 E.O.993.70 E.O.990.50 E.O.-33.3%990 98 8988984 995.13994.55995.00994.70997.60997.00997.50996.60994995996997998992991990.50990.50990.50990.50999.00 BW999.00 BW1001.00 BWLO DLODLODLODLODLODLOD L O D LODLODLODLODLO D LO D LODLOD LOD LODLOD LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD LODLODLOD LOD LOD LOD LOD LOD LOD LODLODLODLODLOD LOD LODLOD LODLOD -1.50%1000.00DescriptionRev.DateSANTA VERA APARTMENTS CHANHASSEN, MINNESOTA04.04.2025CITY 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.:Sheet:XX.XX.XXN O T F O R C O N S T R U C T I O N I hereby certify that this plan,specifications or report wasprepared by me or under mydirect supervision and that I am aduly licensed ProfessionalEngineer under the laws of theState of Minnesota.53735Peter S Moreau, PEMAINTENANCEEXHIBIT ALEGENDSCALE IN 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 CURBIRRIGATIONREUSE SYSTEMBIOFILTRATIONBASININFILTRATIONBASIN 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)