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010 - CSG 25102 STORMWATER REPORT - 05-15-25Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 Stormwater Management Report Owner: Lighthouse Homes, LLC 168 Pioneer Trail, No 129 Chaska, MN 55318 Project: Eden Springs 1620 Arboretum Blvd Chanhassen, MN 55317 Engineer’s Certification: All plans and supporting Documentation contained in this report have been reviewed by me and it is hereby certified that to the best of my knowledge the plans comply with the requirements of the ordinance. I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Anders Melby, P.E. Registration Number: 58960 Date: 5/15/2025 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 Table of Contents: 1.0 Cover Sheet, Engineer’s Certification 2.0 Summary Analysis / Narrative 2.1 Introduction 2.2 Existing Site Conditions 2.3 Proposed Site Conditions 2.4 Stormwater Requirements – City 2.5 Stormwater Requirements – Watershed District 2.6 Stormwater Requirements – MPCA / NPDES 3.0 Stormwater Calculations 3.1 Proposed Stormwater Management Strategy & Facilities Description 3.2 Rate Control 3.3 Volume Control 3.4 Water Quality 3.5 Buffer Area for Wetland and Creeks 3.6 Wetland Inundation & Bounce 4.0 Conclusions Figures: Figure 1 – Drainage Calculations Summary Table Figure 2 – Existing Conditions Drainage Area Map Figure 3 – Proposed Conditions Drainage Area Map Appendices: HydroCAD Existing Conditions HydroCAD Modeling Proposed Conditions HydroCAD Modeling MIDS Results SHSAM Modeling Memo Geotechnical Report Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 2.0 Summary Analysis / Narrative: 2.1 Introduction: This stormwater management report accompanies the Civil Engineering Plans prepared by Civil Site Group for the subject project dated 5/15/2025 and serves as attachment D to the storm water pollution prevention plan (SWPPP). This report includes a summary of the existing and proposed site conditions, the stormwater requirements of relevant regulatory agencies, and proposed design calculations and data to meet the requirements. 2.2 Existing Site Conditions: Site Description: The existing site is currently an open, grass covered lot with woods and a wetland on the north side. Riley Creek runs adjacent to the northern border. The existing site surface coverage areas are shown in the table below: Existing Soils: A geotechnical evaluation report was completed by Haugo Geotechnical Services dated January 5, 2018. This report determined the soils on site are predominantly Silty Clay topsoil over Sandy Lean Clay (CL). For the purposes of this report, soils have been assumed to have a hydrologic soil group “D” designation. Groundwater: Groundwater encountered in the soil borings at elevations ranging from 946 to 950 feet. 2.3 Proposed Site Conditions: Site Description: The proposed site is a development of the parcel into a single-story senior assisted living facility with parking, landscaping, and aboveground stormwater management. The proposed site surface coverage areas are shown in the table below: Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value EX1A 0 98 16477 84 16477 84 EX1B 0 98 99974 84 99974 84 EX2 0 98 25195 84 25195 84 EX3 1058 98 16142 84 17200 85 Existing Conditions Total AreaImpervious AreaDrainage Area Pervious Area Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value PR1A 303 98 10736 84 11039 84 PR1B 469 98 52449 84 52918 84 PR1C 54737 98 11583 84 66320 96 PR1D 0 98 13349 84 13349 84 PR2 0 98 9022 84 9022 84 PR3 2656 98 3542 84 6198 90 Pervious Area Total Area Proposed Conditions Drainage Area Impervious Area Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 2.4 Stormwater Requirements City (Chanhassen) The City of Chanhassen’s stormwater requirements generally conform to the watershed’s regulations. 2.5 Stormwater Requirements Watershed (Riley Purgatory Bluff Creek Watershed District): Requirement threshold - Projects that alter or remove 5,000 square feet or more of land-surface area or vegetation. Rate Control – Limit peak runoff flow rates to that from existing conditions for all points where stormwater discharge leaves the site for the 2-, 10-, and 100-year frequency storm events using a nested 24-hour rainfall distribution, and a 100-year frequency 10- day snowmelt. Water Quality – Provide:  Volume abstraction in accordance per volume control requirements, or  Treatment onsite or in the same subwatershed as the land-disturbing activity to the equivalent of: o At least 60% annual removal efficiency for the total phosphorus (TP) from site runoff; o At least 90% annual removal efficiency for total suspended solids (TSS) from site runoff, and o No net increase in TSS or TP loading from the site compared to existing conditions. The onsite abstraction of runoff may be included in demonstrating compliance with the TSS and TP removal requirements. Volume Control – Provide abstraction onsite or in the same subwatershed as the land-disturbing activity of:  1.1 inch from regulated impervious surface, or  The volume for the 95th percentile storm-event runoff from the site. Wetland Protection –  Bounce and inundation: No activity subject to this rule may alter a site in a manner that alters the bounce in water level, duration of inundation, or change the runout elevation in the subwatershed in which the site is located for any wetland receiving discharge direction from the site beyond the limits specified in Table J.1, which is incorporated into and a part of this rule.  Treatment of runoff to wetlands: Discharge from regulated disturbed area to protected wetland must be treated to meet: o Water quality rules highlighted above for discharge to low- or medium-value wetland; o At least 75% annual removal efficiency for TP and at least 90% annual removal efficiency for TSS prior to discharge to a high- or exceptional-value wetland. o Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 2.6 Stormwater Requirements - Minnesota Pollution Control Agency – NPDES permit (MPCA): Requirement threshold - A permit is required for projects with a disturbed area over 1 acre in size, Stormwater management is required for a project adding 1-acre of more of NEW impervious surface (reconstructed impervious is not included). Rate Control – No specific regulation, may not degrade downstream facilities. Water Quality – Stormwater water quality treatment volume must be provided equal to 1.0” over all new impervious surfaces (includes all newly constructed impervious surfaces only, re-constructed impervious surfaces are not included). Volume Control – Must consider volume reduction if feasible and not prohibited on site. The required infiltration volume is equal to the water quality volume described above. 3.0 Stormwater Calculations: 3.1 Proposed Stormwater Management Strategy & Facilities Description This project is disturbing approximately 2.8 acres of land. The project will be constructing 1.3 acres of new/reconstructed impervious surfaces. This land disturbance and creation of impervious surfaces will trigger stormwater management requirements from the City of Chanhassen, the Riley Purgatory Bluff Creek Watershed District and the MPCA NPDES permit. The proposed stormwater strategy for this project is directing nearly all of the impervious area to a rainwater reuse system to be used for irrigation for approximately 1.5 acres of pervious area onsite. Water that exceeds the reuse basin retention volume will continue to a biofiltration basin for additional abstraction and treatment before discharging upgradient of Riley Creek. Stormwater treatment is also provided by pervious areas draining west and the extensive wetland and creek buffer area. Proprietary stormwater treatment devices are used prior to reuse basin retention for water quality and pre-treatment prior to reuse, and a proprietary filter is used prior to the biofiltration basin. 3.2 Rate Control Limit peak runoff flow rates to that from existing conditions for all points where stormwater discharge leaves the site for the 2-, 10-, and 100-year frequency storm events using a nested 24-hour rainfall distribution, and a 100-year frequency 10- day snowmelt. Rate control is provided by underground retention within the reuse basin and live storage within the biofiltration basin. This information was derived using HydroCAD stormwater modeling software. The existing and proposed runoff rates are shown in the summary table below. Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 In addition, the existing and proposed runoff rates are compared leaving the site in different directions below in order to show no significant change in downgradient hydrology expected. 2-YR [2.87"] 10-YR [4.26"] 100-YR [7.36"] SNOWMELT 1R - EX WETLAND 0.95 1.80 3.46 0.06 2R - RILEY CREEK 5.05 9.59 18.53 0.44 EX2 - WEST PROP. 1.45 2.75 5.28 0.10 EX3 - W 78TH ST. 1.09 2.04 3.86 0.07 TOTAL (REACH) 7.59 14.38 27.67 0.61 2-YR [2.87"] 10-YR [4.26"] 100-YR [7.36"] SNOWMELT 1R - EX WETLAND 0.65 1.22 2.32 0.04 2R - RILEY CREEK 2.88 5.40 14.26 0.31 PR2 - WEST PROP. 0.52 0.99 1.89 0.03 PR3 - W 78TH ST. 0.47 0.78 1.37 0.03 TOTAL (REACH) 3.87 7.17 17.52 0.37 Overall Stormwater Rate Summary 2-Year Event 7.59 3.87 10-Year Event 14.38 7.17 100-Year Event 27.67 17.52 SNOWMELT 0.61 0.37 Drainage Area Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Rate (cfs)Drainage Area Stormwater Rate Summary Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 The proposed runoff rates are less that the existing peak runoff rates – REQUIREMENT SATISFIED 3.3 Volume Control Abstraction of 1.1” of runoff onsite cannot be practicably met due to the tested infiltration rate of 0.00 in/hr creating a restricting condition onsite. The water volume abstraction requirement 3.3a of 0.55” over the impervious area is provided by a stormwater reuse system and within the biofiltration basin. Abstraction volumes were calculated using the MIDS calculator. Stormwater Rate Summary - To Existing Wetland 2-Year Event 0.95 0.65 10-Year Event 1.80 1.22 100-Year Event 3.46 2.32 SNOWMELT 0.06 0.04 Stormwater Rate Summary - To Riley Creek 2-Year Event 5.05 2.88 10-Year Event 9.59 5.40 100-Year Event 18.53 14.26 SNOWMELT 0.44 0.31 Stormwater Rate Summary - To Western Adjacent Prope rty 2-Year Event 1.45 0.52 10-Year Event 2.75 0.99 100-Year Event 5.28 1.89 SNOWMELT 0.10 0.03 Stormwater Rate Summary - To West 78th Street 2-Year Event 1.09 0.47 10-Year Event 2.04 0.78 100-Year Event 3.86 1.37 SNOWMELT 0.07 0.03 Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 The proposed volume abstracted by the stormwater reuse system and biofilter does not provide the required abstraction volume of 1.1” over the impervious area due to site restrictions. The proposed BMPs do provide as much abstraction as feasible and achieves abstraction of more than 0.55” over the impervious area as per requirement 3.3a. – VOLUME REQUIREMENT SATISFIED 3.4 Water Quality Water quality requirements are met in a combination of stormwater BMP devices and natural features. TSS and TP removal were estimated in the MIDS calculator. The majority of the imperious area are pretreated by hydrodynamic separators prior to retention and reuse in the underground reuse basin. Water in excess of the reuse retention volume flows into the biofiltration basin and is treated through a minimum of 24” biofiltration Type C Media Mix as prescribed in the Minnesota Stormwater Manual. Rain falling on PR2 and PR1 are treated via over land flow; runoff towards the west through managed turf, and water towards the existing wetland and Riley Creek through native vegetation. Hydrodynamic separators were sized based SHSAM software modeling for at least 10% removal, as summarized in the memo appended to this report. The proposed water quality calculations are the result of MIDS modeling and summarized in the table below: The proposed water quality design achieves 90% TSS removal and 60% TP removal which meet or exceed the water quality removal requirements for the project site. – WATER QUALITY REQUIREMENT SATISFIED Stormwater Water Quality and Volume Summary New Impv. Area (sf) Required Volume (cf) Required Volume (cf) 1.1" * New Imp. 0.55" * New Imp. PR1A 303 28 14 PR1B 469 43 21 PR1C 54737 5018 2509 PR1D 0 0 0 PR2 0 0 0 PR3 2656 243 122 TOTAL 58165 5332 2666 Inf. Area (sf) Assoc. Inf. Height (ft) Drawdown Time (h) Filtration Basin 1 4993 3903 1.28 19.19 TOTAL 4993 REUSE/IRRIGATION SYSTEM 2599 BIOFILTER 208 TOTAL 2807 Proposed BMP Area Provided Abstraction Volume (cf) Drawdown Time Calculations (0.8"/Hour) Drainage Area Proposed BMP Area Provided Vol (cf) Required Infiltration Vol. Summary Pollutant Removal Calculations Pollutant Proposed Loading Removed by BMPs Removal Efficiency TSS (lb/yr) 615.2 551.30 90% TP (lb/yr) 3.3864 2.018 60% Pollutant Existing Outflow Proposed Outflow Net Reduction TSS (lb/yr) 175.56 63.90 111.66 TP (lb/yr) 1.4867 1.37 0.12 Civil Site Group, PC 5000 Glenwood Avenue Golden Valley Minnesota 55422 www.CivilSiteGroup.com (612) 615-0060 3.5 Buffer Area for Wetland The wetland onsite was delineated by Jacobson Environmental, PLLC in a report dated October 17, 2018 and revised December 12, 2018 including a MnRAM assessment. Per RPBCWD Rule D, Appendix D1 the onsite wetland is considered a “Medium value wetland” as it does not meet any higher quality requirements. Therefore the wetland requires a 40-foot average buffer and minimum 20-foot buffer. The buffer minimum is per City of Chanhassen regulations. In addition, Riley Creek requires a 50-foot average buffer with a minimum of 30-feet.As the buffers begin to overlap significantly, the two buffer areas have been combined for calculation purposes with respect to both minimum width requirements. The onsite area footprint is 17,590 sqft and 28,656 sqft for the wetland and creek buffer, respectively. The proposed buffer to be created has an area of 40,175 sqft with a minimum with of 20-feet and a maximum width of 98.7-feet from the creek. The “By Code” and “Proposed Averaged” buffers are depicted on plan sheet C2.1 – WETLAND BUFFER REQUIREMENT SATISFIED 3.6 Wetland Bounce and Inundation Analysis is required to demonstrate the change in bounce of water level, duration of inundation, and change in runout elevation criteria for the wetland. Per communication with the watershed consultant, the wetland was modeled as a rectangular/vee-type channel Reach in HydroCAD. The subwatershed drainage maps are presented following the sitewide existing and proposed drainage maps. RUNOUT ELEVATION: Since no grading will take place at the wetland outlet (the northernmost elevation of the wetland is roughly 951.80,) the runout elevation will not change. INUNDATION PERIOD: Because the wetland has no storage, there is no inundation period for existing or proposed conditions for the 1-year 2-year, or 10-year period events. CHANGE IN BOUNCE: While Table J1 only specifies limits for the 10-year storm, the table below shows the average flow depths for the 2-yr, 10-yr, and 100-yr storm. The depth is maintained or decreased in proposed conditions. 4.0 Conclusions: To the best of our knowledge, this project meets all State, City and Watershed District stormwater management requirements. Wetland Bounce & Innundation Calculations Medium Value Wetland 2-yr Flow Depth (in) 10-yr Flow Depth (in) 100-yr Flow Depth (in) Existing Conditions 1.41 2.61 5.53 Proposed Conditions 1.41 2.58 5.44 Difference 0.00 -0.03 -0.09 Permissible Limit N/A EXIST. PLUS/MINUS 1' N/A Civil Site Group - Stormwater Calculations Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value EX1A 0 98 16477 84 16477 84 EX1B 0 98 99974 84 99974 84 EX2 0 98 25195 84 25195 84 EX3 1058 98 16142 84 17200 85 Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value PR1A 303 98 10736 84 11039 84 PR1B 469 98 52449 84 52918 84 PR1C 54737 98 11583 84 66320 96 PR1D 0 98 13349 84 13349 84 PR2 0 98 9022 84 9022 84 PR3 2656 98 3542 84 6198 90 Impervious [SF] Impervious [AC] Pervious [SF] Pervious [AC] Total [SF] Total [AC] Existing Site 1058 0.02 157788 3.62 158846 3.65 Proposed Site 58165 1.34 100681 2.31 158846 3.65 2-YR [2.87"] 10-YR [4.26"] 100-YR [7.36"] SNOWMELT 1R - EX WETLAND 0.95 1.80 3.46 0.06 2R - RILEY CREEK 5.05 9.59 18.53 0.44 EX2 - WEST PROP. 1.45 2.75 5.28 0.10 EX3 - W 78TH ST. 1.09 2.04 3.86 0.07 TOTAL (REACH) 7.59 14.38 27.67 0.61 2-YR [2.87"] 10-YR [4.26"] 100-YR [7.36"] SNOWMELT 1R - EX WETLAND 0.65 1.22 2.32 0.04 2R - RILEY CREEK 2.88 5.40 14.26 0.31 PR2 - WEST PROP. 0.52 0.99 1.89 0.03 PR3 - W 78TH ST. 0.47 0.78 1.37 0.03 TOTAL (REACH) 3.87 7.17 17.52 0.37 Overall Stormwater Rate Summary 2-Year Event 7.59 3.87 10-Year Event 14.38 7.17 100-Year Event 27.67 17.52 SNOWMELT 0.61 0.37 Stormwater Rate Summary - To Existing Wetland 2-Year Event 0.95 0.65 10-Year Event 1.80 1.22 100-Year Event 3.46 2.32 SNOWMELT 0.06 0.04 Stormwater Rate Summary - To Riley Creek 2-Year Event 5.05 2.88 10-Year Event 9.59 5.40 100-Year Event 18.53 14.26 SNOWMELT 0.44 0.31 Stormwater Rate Summary - To Western Adjacent Property 2-Year Event 1.45 0.52 10-Year Event 2.75 0.99 100-Year Event 5.28 1.89 SNOWMELT 0.10 0.03 Drainage Area Stormwater Rate Summary Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Proposed Conditions Rate (cfs) Site Area Summary Proposed Conditions Rate (cfs) Eden Springs - Chanhassen Pervious Area Total Area Existing Conditions Proposed Conditions Drainage Area Impervious Area Total AreaImpervious AreaDrainage Area Pervious Area Existing Rate (cfs) Drainage Area Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Existing Conditions Rate (cfs) Stormwater Rate Summary - To West 78th Street 2-Year Event 1.09 0.47 10-Year Event 2.04 0.78 100-Year Event 3.86 1.37 SNOWMELT 0.07 0.03 Stormwater Water Quality and Volume Summary New Impv. Area (sf) Required Volume (cf) Required Volume (cf) 1.1" * New Imp. 0.55" * New Imp. PR1A 303 28 14 PR1B 469 43 21 PR1C 54737 5018 2509 PR1D 0 0 0 PR2 0 0 0 PR3 2656 243 122 TOTAL 58165 5332 2666 Inf. Area (sf) Assoc. Inf. Height (ft) Drawdown Time (h) Filtration Basin 1 4993 3903 1.28 19.19 TOTAL 4993 REUSE/IRRIGATION SYSTEM 2599 BIOFILTER 208 TOTAL 2807 Pollutant Removal Calculations Pollutant Proposed Loading Removed by BMPs Removal Efficiency TSS (lb/yr) 615.2 551.30 90% TP (lb/yr) 3.3864 2.018 60% Pollutant Existing Outflow Proposed Outflow Net Reduction TSS (lb/yr) 175.56 63.90 111.66 TP (lb/yr) 1.4867 1.37 0.12 Wetland Bounce & Innundation Calculations Medium Value Wetland 2-yr Flow Depth (in) 10-yr Flow Depth (in) 100-yr Flow Depth (in) Existing Conditions 1.41 2.61 5.53 Proposed Conditions 1.41 2.58 5.44 Difference 0.00 -0.03 -0.09 Permissible Limit N/A EXIST. PLUS/MINUS 1' N/A Proposed BMP Area Provided Vol (cf) Required Infiltration Vol. Summary Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Drainage Area Proposed BMP Area Provided Abstraction Volume (cf) Drawdown Time Calculations (0.8"/Hour) 12" RCP 12" RCPW 78th St(A Public R/W)Centerline of CreekEX1AEX IMPV = 0 SFEX PERV = 16,477 SFTOTAL = 16,477 SFEX1BEX IMPV = 0 SFEX PERV = 99,974 SFTOTAL = 99,974 SFEX2EX IMPV = 0 SFEX PERV = 25,195 SFTOTAL = 25,195 SFEX3EX IMPV = 1,058 SFEX PERV = 16,142 SFTOTAL = 17,200 SFProject Number:Issue Date:Revision Number:Revision Date:612-615-0060www.CivilSiteGroup.comEDEN SPRINGS251025/15/20251620 ARBORETUM BLVD, CHANHASSEN, MN 55317EXISTING DRAINAGE MAPDA 1..01" = 50'-0"50'-0"25'-0"N1R2R 12" RCP 12" RCPW 78th St(A Public R/W)Centerline of Creek99'-10 1/2"100'-0"WETLANDNO PARKING NO PARKINGDROPOFF ZONENO PARKINGDROPOFF ZONENO PARKING99'-10 1/2"100'-0"PR1APR IMPV = 303 SFPR PERV = 10,736 SFTOTAL = 11,039 SFPR1BPR IMPV = 469 SFPR PERV = 52,449 SFTOTAL = 52,918 SFPR1CPR IMPV = 54,737 SFPR PERV = 11,583 SFTOTAL = 66,320 SFPR3PR IMPV = 2,656 SFPR PERV = 3,542 SFTOTAL = 6,198 SFPR1DPR IMPV = 0 SFPR PERV = 13,349 SFTOTAL = 13,349 SFPR2PR IMPV = 0 SFPR PERV = 9,022 SFTOTAL = 9,022 SFProject Number:Issue Date:Revision Number:Revision Date:612-615-0060www.CivilSiteGroup.comEDEN SPRINGS251025/15/20251620 ARBORETUM BLVD, CHANHASSEN, MN 55317PROPOSED DRAINAGE MAPDA 2..01" = 50'-0"50'-0"25'-0"N1P1R2R2P EXISTING CONDITIONS EX1A TO WETLAND EX1B TO CREEK EX2 TO WESTERN PROPERTY EX3 TO W 78TH ST 1R EX WETLAND 2R RILEY CREEK Routing Diagram for 25102 EXISTING Prepared by Civil Site Group, Printed 5/14/2025 HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link 25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group Page 2HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode 1 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24h r 2 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24h r 3 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100 y 24h r 4 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr 25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group Page 3HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.973 84 50-75% Grass cover, Fair, HSG D (EX2, EX3) 2.673 84 PERVIOUS (EX1A, EX1B) 0.024 98 Paved parking, HSG D (EX3) 3.671 84 TOTAL AREA 25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group Page 4HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.998 HSG D EX2, EX3 2.673 Other EX1A, EX1B 3.671 TOTAL AREA 25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group Page 5HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.973 0.000 0.973 50-75% Grass cover, Fair EX2, EX3 0.000 0.000 0.000 0.000 2.673 2.673 PERVIOUS EX1A, EX1B 0.000 0.000 0.000 0.024 0.000 0.024 Paved parking EX3 0.000 0.000 0.000 0.998 2.673 3.671 TOTAL AREA MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 6HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,477 sf 0.00% Impervious Runoff Depth=1.41"Subcatchment EX1A: TO WETLAND Tc=6.0 min CN=84 Runoff=0.95 cfs 0.044 af Runoff Area=99,974 sf 0.00% Impervious Runoff Depth=1.41"Subcatchment EX1B: TO CREEK Flow Length=326' Tc=11.7 min CN=WQ Runoff=4.41 cfs 0.270 af Runoff Area=25,195 sf 0.00% Impervious Runoff Depth=1.41"Subcatchment EX2: TO WESTERN Tc=6.0 min CN=84 Runoff=1.45 cfs 0.068 af Runoff Area=18,258 sf 5.79% Impervious Runoff Depth=1.48"Subcatchment EX3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=1.09 cfs 0.052 af Inflow=0.95 cfs 0.044 afReach 1R: EX WETLAND Outflow=0.95 cfs 0.044 af Inflow=5.05 cfs 0.314 afReach 2R: RILEY CREEK Outflow=5.05 cfs 0.314 af Total Runoff Area = 3.671 ac Runoff Volume = 0.434 af Average Runoff Depth = 1.42" 99.34% Pervious = 3.647 ac 0.66% Impervious = 0.024 ac MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 7HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: TO WETLAND Runoff = 0.95 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 1.41" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description * 16,477 84 PERVIOUS 16,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=16,477 sf Runoff Volume=0.044 af Runoff Depth=1.41" Tc=6.0 min CN=84 0.95 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 8HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.15 0.03 20.00 2.76 1.32 0.01 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 9HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: TO CREEK Runoff = 4.41 cfs @ 12.16 hrs, Volume= 0.270 af, Depth= 1.41" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description * 0 98 * 99,974 84 PERVIOUS 99,974 Weighted Average 99,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0690 0.18 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.6 226 0.0440 1.47 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 11.7 326 Total Subcatchment EX1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=99,974 sf Runoff Volume=0.270 af Runoff Depth=1.41" Flow Length=326' Tc=11.7 min CN=WQ 4.41 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 10HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.01 15.00 2.54 1.15 0.19 20.00 2.76 1.32 0.05 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 11HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: TO WESTERN PROPERTY Runoff = 1.45 cfs @ 12.09 hrs, Volume= 0.068 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 25,195 84 50-75% Grass cover, Fair, HSG D 25,195 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=25,195 sf Runoff Volume=0.068 af Runoff Depth=1.41" Tc=6.0 min CN=84 1.45 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 12HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.15 0.05 20.00 2.76 1.32 0.01 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 13HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: TO W 78TH ST Runoff = 1.09 cfs @ 12.09 hrs, Volume= 0.052 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 1,058 98 Paved parking, HSG D 17,200 84 50-75% Grass cover, Fair, HSG D 18,258 Weighted Average 17,200 94.21% Pervious Area 1,058 5.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=18,258 sf Runoff Volume=0.052 af Runoff Depth=1.48" Tc=6.0 min CN=WQ 1.09 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 14HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.21 0.04 20.00 2.76 1.39 0.01 25.00 2.87 1.48 0.00 30.00 2.87 1.48 0.00 35.00 2.87 1.48 0.00 40.00 2.87 1.48 0.00 45.00 2.87 1.48 0.00 50.00 2.87 1.48 0.00 55.00 2.87 1.48 0.00 60.00 2.87 1.48 0.00 65.00 2.87 1.48 0.00 70.00 2.87 1.48 0.00 75.00 2.87 1.48 0.00 80.00 2.87 1.48 0.00 85.00 2.87 1.48 0.00 90.00 2.87 1.48 0.00 95.00 2.87 1.48 0.00 100.00 2.87 1.48 0.00 105.00 2.87 1.48 0.00 110.00 2.87 1.48 0.00 115.00 2.87 1.48 0.00 120.00 2.87 1.48 0.00 125.00 2.87 1.48 0.00 130.00 2.87 1.48 0.00 135.00 2.87 1.48 0.00 140.00 2.87 1.48 0.00 145.00 2.87 1.48 0.00 150.00 2.87 1.48 0.00 155.00 2.87 1.48 0.00 160.00 2.87 1.48 0.00 165.00 2.87 1.48 0.00 170.00 2.87 1.48 0.00 175.00 2.87 1.48 0.00 180.00 2.87 1.48 0.00 185.00 2.87 1.48 0.00 190.00 2.87 1.48 0.00 195.00 2.87 1.48 0.00 200.00 2.87 1.48 0.00 205.00 2.87 1.48 0.00 210.00 2.87 1.48 0.00 215.00 2.87 1.48 0.00 220.00 2.87 1.48 0.00 225.00 2.87 1.48 0.00 230.00 2.87 1.48 0.00 235.00 2.87 1.48 0.00 240.00 2.87 1.48 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 15HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.378 ac, 0.00% Impervious, Inflow Depth = 1.41" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 0.95 cfs @ 12.09 hrs, Volume= 0.044 af Outflow = 0.95 cfs @ 12.09 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.378 ac 0.95 cfs 0.95 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 16HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.03 0.03 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 17HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 0.00% Impervious, Inflow Depth = 1.41" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 5.05 cfs @ 12.15 hrs, Volume= 0.314 af Outflow = 5.05 cfs @ 12.15 hrs, Volume= 0.314 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=2.673 ac 5.05 cfs 5.05 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 18HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.01 0.01 15.00 0.22 0.22 20.00 0.06 0.06 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 19HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,477 sf 0.00% Impervious Runoff Depth=2.61"Subcatchment EX1A: TO WETLAND Tc=6.0 min CN=84 Runoff=1.80 cfs 0.082 af Runoff Area=99,974 sf 0.00% Impervious Runoff Depth=2.61"Subcatchment EX1B: TO CREEK Flow Length=326' Tc=11.7 min CN=WQ Runoff=8.38 cfs 0.499 af Runoff Area=25,195 sf 0.00% Impervious Runoff Depth=2.61"Subcatchment EX2: TO WESTERN Tc=6.0 min CN=84 Runoff=2.75 cfs 0.126 af Runoff Area=18,258 sf 5.79% Impervious Runoff Depth=2.69"Subcatchment EX3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=2.04 cfs 0.094 af Inflow=1.80 cfs 0.082 afReach 1R: EX WETLAND Outflow=1.80 cfs 0.082 af Inflow=9.59 cfs 0.582 afReach 2R: RILEY CREEK Outflow=9.59 cfs 0.582 af Total Runoff Area = 3.671 ac Runoff Volume = 0.801 af Average Runoff Depth = 2.62" 99.34% Pervious = 3.647 ac 0.66% Impervious = 0.024 ac MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 20HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: TO WETLAND Runoff = 1.80 cfs @ 12.09 hrs, Volume= 0.082 af, Depth= 2.61" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description * 16,477 84 PERVIOUS 16,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=16,477 sf Runoff Volume=0.082 af Runoff Depth=2.61" Tc=6.0 min CN=84 1.80 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 21HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.01 15.00 3.89 2.27 0.06 20.00 4.17 2.52 0.01 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 22HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: TO CREEK Runoff = 8.38 cfs @ 12.16 hrs, Volume= 0.499 af, Depth= 2.61" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description * 0 98 * 99,974 84 PERVIOUS 99,974 Weighted Average 99,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0690 0.18 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.6 226 0.0440 1.47 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 11.7 326 Total Subcatchment EX1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=99,974 sf Runoff Volume=0.499 af Runoff Depth=2.61" Flow Length=326' Tc=11.7 min CN=WQ 8.38 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 23HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.05 15.00 3.89 2.27 0.34 20.00 4.17 2.52 0.05 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 24HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: TO WESTERN PROPERTY Runoff = 2.75 cfs @ 12.09 hrs, Volume= 0.126 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 25,195 84 50-75% Grass cover, Fair, HSG D 25,195 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=25,195 sf Runoff Volume=0.126 af Runoff Depth=2.61" Tc=6.0 min CN=84 2.75 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 25HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.01 15.00 3.89 2.27 0.09 20.00 4.17 2.52 0.01 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 26HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: TO W 78TH ST Runoff = 2.04 cfs @ 12.09 hrs, Volume= 0.094 af, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 1,058 98 Paved parking, HSG D 17,200 84 50-75% Grass cover, Fair, HSG D 18,258 Weighted Average 17,200 94.21% Pervious Area 1,058 5.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=18,258 sf Runoff Volume=0.094 af Runoff Depth=2.69" Tc=6.0 min CN=WQ 2.04 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 27HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.02 0.01 15.00 3.89 2.36 0.06 20.00 4.17 2.61 0.01 25.00 4.27 2.70 0.00 30.00 4.27 2.70 0.00 35.00 4.27 2.70 0.00 40.00 4.27 2.70 0.00 45.00 4.27 2.70 0.00 50.00 4.27 2.70 0.00 55.00 4.27 2.70 0.00 60.00 4.27 2.70 0.00 65.00 4.27 2.70 0.00 70.00 4.27 2.70 0.00 75.00 4.27 2.70 0.00 80.00 4.27 2.70 0.00 85.00 4.27 2.70 0.00 90.00 4.27 2.70 0.00 95.00 4.27 2.70 0.00 100.00 4.27 2.70 0.00 105.00 4.27 2.70 0.00 110.00 4.27 2.70 0.00 115.00 4.27 2.70 0.00 120.00 4.27 2.70 0.00 125.00 4.27 2.70 0.00 130.00 4.27 2.70 0.00 135.00 4.27 2.70 0.00 140.00 4.27 2.70 0.00 145.00 4.27 2.70 0.00 150.00 4.27 2.70 0.00 155.00 4.27 2.70 0.00 160.00 4.27 2.70 0.00 165.00 4.27 2.70 0.00 170.00 4.27 2.70 0.00 175.00 4.27 2.70 0.00 180.00 4.27 2.70 0.00 185.00 4.27 2.70 0.00 190.00 4.27 2.70 0.00 195.00 4.27 2.70 0.00 200.00 4.27 2.70 0.00 205.00 4.27 2.70 0.00 210.00 4.27 2.70 0.00 215.00 4.27 2.70 0.00 220.00 4.27 2.70 0.00 225.00 4.27 2.70 0.00 230.00 4.27 2.70 0.00 235.00 4.27 2.70 0.00 240.00 4.27 2.70 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 28HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.378 ac, 0.00% Impervious, Inflow Depth = 2.61" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 1.80 cfs @ 12.09 hrs, Volume= 0.082 af Outflow = 1.80 cfs @ 12.09 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.378 ac 1.80 cfs 1.80 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 29HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.01 0.01 15.00 0.06 0.06 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 30HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 0.00% Impervious, Inflow Depth = 2.61" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 9.59 cfs @ 12.15 hrs, Volume= 0.582 af Outflow = 9.59 cfs @ 12.15 hrs, Volume= 0.582 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.673 ac 9.59 cfs 9.59 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 31HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.06 0.06 15.00 0.40 0.40 20.00 0.06 0.06 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 32HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,477 sf 0.00% Impervious Runoff Depth=5.53"Subcatchment EX1A: TO WETLAND Tc=6.0 min CN=84 Runoff=3.46 cfs 0.174 af Runoff Area=99,974 sf 0.00% Impervious Runoff Depth=5.53"Subcatchment EX1B: TO CREEK Flow Length=326' Tc=11.7 min CN=WQ Runoff=16.19 cfs 1.058 af Runoff Area=25,195 sf 0.00% Impervious Runoff Depth=5.53"Subcatchment EX2: TO WESTERN Tc=6.0 min CN=84 Runoff=5.28 cfs 0.267 af Runoff Area=18,258 sf 5.79% Impervious Runoff Depth=5.63"Subcatchment EX3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=3.86 cfs 0.196 af Inflow=3.46 cfs 0.174 afReach 1R: EX WETLAND Outflow=3.46 cfs 0.174 af Inflow=18.53 cfs 1.232 afReach 2R: RILEY CREEK Outflow=18.53 cfs 1.232 af Total Runoff Area = 3.671 ac Runoff Volume = 1.695 af Average Runoff Depth = 5.54" 99.34% Pervious = 3.647 ac 0.66% Impervious = 0.024 ac MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 33HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: TO WETLAND Runoff = 3.46 cfs @ 12.08 hrs, Volume= 0.174 af, Depth= 5.53" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description * 16,477 84 PERVIOUS 16,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=16,477 sf Runoff Volume=0.174 af Runoff Depth=5.53" Tc=6.0 min CN=84 3.46 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 34HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.04 15.00 6.96 5.11 0.12 20.00 7.29 5.41 0.01 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 35HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: TO CREEK Runoff = 16.19 cfs @ 12.15 hrs, Volume= 1.058 af, Depth= 5.53" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description * 0 98 * 99,974 84 PERVIOUS 99,974 Weighted Average 99,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0690 0.18 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.6 226 0.0440 1.47 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 11.7 326 Total Subcatchment EX1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=99,974 sf Runoff Volume=1.058 af Runoff Depth=5.53" Flow Length=326' Tc=11.7 min CN=WQ 16.19 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 36HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.22 15.00 6.96 5.11 0.75 20.00 7.29 5.41 0.07 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 37HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: TO WESTERN PROPERTY Runoff = 5.28 cfs @ 12.08 hrs, Volume= 0.267 af, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 25,195 84 50-75% Grass cover, Fair, HSG D 25,195 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=25,195 sf Runoff Volume=0.267 af Runoff Depth=5.53" Tc=6.0 min CN=84 5.28 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 38HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.06 15.00 6.96 5.11 0.19 20.00 7.29 5.41 0.02 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 39HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: TO W 78TH ST Runoff = 3.86 cfs @ 12.08 hrs, Volume= 0.196 af, Depth= 5.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 1,058 98 Paved parking, HSG D 17,200 84 50-75% Grass cover, Fair, HSG D 18,258 Weighted Average 17,200 94.21% Pervious Area 1,058 5.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=18,258 sf Runoff Volume=0.196 af Runoff Depth=5.63" Tc=6.0 min CN=WQ 3.86 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 40HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.09 0.05 15.00 6.96 5.22 0.14 20.00 7.29 5.53 0.01 25.00 7.41 5.65 0.00 30.00 7.41 5.65 0.00 35.00 7.41 5.65 0.00 40.00 7.41 5.65 0.00 45.00 7.41 5.65 0.00 50.00 7.41 5.65 0.00 55.00 7.41 5.65 0.00 60.00 7.41 5.65 0.00 65.00 7.41 5.65 0.00 70.00 7.41 5.65 0.00 75.00 7.41 5.65 0.00 80.00 7.41 5.65 0.00 85.00 7.41 5.65 0.00 90.00 7.41 5.65 0.00 95.00 7.41 5.65 0.00 100.00 7.41 5.65 0.00 105.00 7.41 5.65 0.00 110.00 7.41 5.65 0.00 115.00 7.41 5.65 0.00 120.00 7.41 5.65 0.00 125.00 7.41 5.65 0.00 130.00 7.41 5.65 0.00 135.00 7.41 5.65 0.00 140.00 7.41 5.65 0.00 145.00 7.41 5.65 0.00 150.00 7.41 5.65 0.00 155.00 7.41 5.65 0.00 160.00 7.41 5.65 0.00 165.00 7.41 5.65 0.00 170.00 7.41 5.65 0.00 175.00 7.41 5.65 0.00 180.00 7.41 5.65 0.00 185.00 7.41 5.65 0.00 190.00 7.41 5.65 0.00 195.00 7.41 5.65 0.00 200.00 7.41 5.65 0.00 205.00 7.41 5.65 0.00 210.00 7.41 5.65 0.00 215.00 7.41 5.65 0.00 220.00 7.41 5.65 0.00 225.00 7.41 5.65 0.00 230.00 7.41 5.65 0.00 235.00 7.41 5.65 0.00 240.00 7.41 5.65 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 41HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.378 ac, 0.00% Impervious, Inflow Depth = 5.53" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 3.46 cfs @ 12.08 hrs, Volume= 0.174 af Outflow = 3.46 cfs @ 12.08 hrs, Volume= 0.174 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=0.378 ac 3.46 cfs 3.46 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 42HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.04 0.04 15.00 0.12 0.12 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 43HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 0.00% Impervious, Inflow Depth = 5.53" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 18.53 cfs @ 12.14 hrs, Volume= 1.232 af Outflow = 18.53 cfs @ 12.14 hrs, Volume= 1.232 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.673 ac 18.53 cfs 18.53 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 44HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.26 0.26 15.00 0.87 0.87 20.00 0.08 0.08 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 45HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,477 sf 0.00% Impervious Runoff Depth>5.33"Subcatchment EX1A: TO WETLAND Tc=6.0 min CN=84 Runoff=0.06 cfs 0.168 af Runoff Area=99,974 sf 0.00% Impervious Runoff Depth>5.33"Subcatchment EX1B: TO CREEK Flow Length=326' Tc=11.7 min CN=WQ Runoff=0.38 cfs 1.019 af Runoff Area=25,195 sf 0.00% Impervious Runoff Depth>5.33"Subcatchment EX2: TO WESTERN Tc=6.0 min CN=84 Runoff=0.10 cfs 0.257 af Runoff Area=18,258 sf 5.79% Impervious Runoff Depth>5.42"Subcatchment EX3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=0.07 cfs 0.189 af Inflow=0.06 cfs 0.168 afReach 1R: EX WETLAND Outflow=0.06 cfs 0.168 af Inflow=0.44 cfs 1.187 afReach 2R: RILEY CREEK Outflow=0.44 cfs 1.187 af Total Runoff Area = 3.671 ac Runoff Volume = 1.633 af Average Runoff Depth = 5.34" 99.34% Pervious = 3.647 ac 0.66% Impervious = 0.024 ac MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 46HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1A: TO WETLAND Runoff = 0.06 cfs @ 121.26 hrs, Volume= 0.168 af, Depth> 5.33" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description * 16,477 84 PERVIOUS 16,477 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=16,477 sf Runoff Volume=0.168 af Runoff Depth>5.33" Tc=6.0 min CN=84 0.06 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 47HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.06 0.00 50.00 0.86 0.10 0.00 55.00 0.97 0.14 0.00 60.00 1.08 0.19 0.00 65.00 1.19 0.24 0.00 70.00 1.31 0.31 0.01 75.00 1.44 0.38 0.01 80.00 1.57 0.46 0.01 85.00 1.71 0.54 0.01 90.00 1.86 0.65 0.01 95.00 2.03 0.76 0.01 100.00 2.20 0.89 0.01 105.00 2.40 1.04 0.01 110.00 2.65 1.23 0.02 115.00 2.94 1.46 0.02 120.00 3.53 1.96 0.06 125.00 4.27 2.61 0.03 130.00 4.62 2.93 0.02 135.00 4.87 3.15 0.02 140.00 5.06 3.33 0.01 145.00 5.23 3.48 0.01 150.00 5.39 3.63 0.01 155.00 5.53 3.76 0.01 160.00 5.67 3.89 0.01 165.00 5.80 4.01 0.01 170.00 5.92 4.12 0.01 175.00 6.03 4.23 0.01 180.00 6.14 4.33 0.01 185.00 6.25 4.43 0.01 190.00 6.36 4.53 0.01 195.00 6.46 4.63 0.01 200.00 6.55 4.72 0.01 205.00 6.65 4.81 0.01 210.00 6.74 4.89 0.01 215.00 6.82 4.97 0.01 220.00 6.91 5.05 0.01 225.00 6.98 5.13 0.01 230.00 7.06 5.20 0.01 235.00 7.13 5.27 0.01 240.00 7.20 5.33 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 48HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX1B: TO CREEK Runoff = 0.38 cfs @ 121.33 hrs, Volume= 1.019 af, Depth> 5.33" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description * 0 98 * 99,974 84 PERVIOUS 99,974 Weighted Average 99,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0690 0.18 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.6 226 0.0440 1.47 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 11.7 326 Total Subcatchment EX1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=99,974 sf Runoff Volume=1.019 af Runoff Depth>5.33" Flow Length=326' Tc=11.7 min CN=WQ 0.38 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 49HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.01 40.00 0.66 0.04 0.01 45.00 0.76 0.06 0.01 50.00 0.86 0.10 0.02 55.00 0.97 0.14 0.02 60.00 1.08 0.19 0.02 65.00 1.19 0.24 0.03 70.00 1.31 0.31 0.03 75.00 1.44 0.38 0.03 80.00 1.57 0.46 0.04 85.00 1.71 0.54 0.04 90.00 1.86 0.65 0.05 95.00 2.03 0.76 0.06 100.00 2.20 0.89 0.06 105.00 2.40 1.04 0.08 110.00 2.65 1.23 0.09 115.00 2.94 1.46 0.13 120.00 3.53 1.96 0.34 125.00 4.27 2.61 0.20 130.00 4.62 2.93 0.12 135.00 4.87 3.15 0.09 140.00 5.06 3.33 0.08 145.00 5.23 3.48 0.07 150.00 5.39 3.63 0.06 155.00 5.53 3.76 0.06 160.00 5.67 3.89 0.06 165.00 5.80 4.01 0.05 170.00 5.92 4.12 0.05 175.00 6.03 4.23 0.05 180.00 6.14 4.33 0.05 185.00 6.25 4.43 0.05 190.00 6.36 4.53 0.05 195.00 6.46 4.63 0.04 200.00 6.55 4.72 0.04 205.00 6.65 4.81 0.04 210.00 6.74 4.89 0.04 215.00 6.82 4.97 0.04 220.00 6.91 5.05 0.04 225.00 6.98 5.13 0.03 230.00 7.06 5.20 0.03 235.00 7.13 5.27 0.03 240.00 7.20 5.33 0.03 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 50HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: TO WESTERN PROPERTY Runoff = 0.10 cfs @ 121.26 hrs, Volume= 0.257 af, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 25,195 84 50-75% Grass cover, Fair, HSG D 25,195 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=25,195 sf Runoff Volume=0.257 af Runoff Depth>5.33" Tc=6.0 min CN=84 0.10 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 51HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.06 0.00 50.00 0.86 0.10 0.00 55.00 0.97 0.14 0.01 60.00 1.08 0.19 0.01 65.00 1.19 0.24 0.01 70.00 1.31 0.31 0.01 75.00 1.44 0.38 0.01 80.00 1.57 0.46 0.01 85.00 1.71 0.54 0.01 90.00 1.86 0.65 0.01 95.00 2.03 0.76 0.01 100.00 2.20 0.89 0.02 105.00 2.40 1.04 0.02 110.00 2.65 1.23 0.02 115.00 2.94 1.46 0.03 120.00 3.53 1.96 0.09 125.00 4.27 2.61 0.05 130.00 4.62 2.93 0.03 135.00 4.87 3.15 0.02 140.00 5.06 3.33 0.02 145.00 5.23 3.48 0.02 150.00 5.39 3.63 0.02 155.00 5.53 3.76 0.02 160.00 5.67 3.89 0.01 165.00 5.80 4.01 0.01 170.00 5.92 4.12 0.01 175.00 6.03 4.23 0.01 180.00 6.14 4.33 0.01 185.00 6.25 4.43 0.01 190.00 6.36 4.53 0.01 195.00 6.46 4.63 0.01 200.00 6.55 4.72 0.01 205.00 6.65 4.81 0.01 210.00 6.74 4.89 0.01 215.00 6.82 4.97 0.01 220.00 6.91 5.05 0.01 225.00 6.98 5.13 0.01 230.00 7.06 5.20 0.01 235.00 7.13 5.27 0.01 240.00 7.20 5.33 0.01 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 52HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: TO W 78TH ST Runoff = 0.07 cfs @ 121.26 hrs, Volume= 0.189 af, Depth> 5.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 1,058 98 Paved parking, HSG D 17,200 84 50-75% Grass cover, Fair, HSG D 18,258 Weighted Average 17,200 94.21% Pervious Area 1,058 5.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=18,258 sf Runoff Volume=0.189 af Runoff Depth>5.42" Tc=6.0 min CN=WQ 0.07 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 53HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.01 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.08 0.00 50.00 0.86 0.11 0.00 55.00 0.97 0.16 0.00 60.00 1.08 0.21 0.00 65.00 1.19 0.27 0.01 70.00 1.31 0.34 0.01 75.00 1.44 0.41 0.01 80.00 1.57 0.50 0.01 85.00 1.71 0.59 0.01 90.00 1.86 0.69 0.01 95.00 2.03 0.81 0.01 100.00 2.20 0.94 0.01 105.00 2.40 1.10 0.01 110.00 2.65 1.30 0.02 115.00 2.94 1.53 0.02 120.00 3.53 2.04 0.06 125.00 4.27 2.70 0.04 130.00 4.62 3.02 0.02 135.00 4.87 3.25 0.02 140.00 5.06 3.43 0.01 145.00 5.23 3.58 0.01 150.00 5.39 3.73 0.01 155.00 5.53 3.86 0.01 160.00 5.67 3.99 0.01 165.00 5.80 4.11 0.01 170.00 5.92 4.23 0.01 175.00 6.03 4.34 0.01 180.00 6.14 4.44 0.01 185.00 6.25 4.54 0.01 190.00 6.36 4.64 0.01 195.00 6.46 4.74 0.01 200.00 6.55 4.83 0.01 205.00 6.65 4.92 0.01 210.00 6.74 5.00 0.01 215.00 6.82 5.08 0.01 220.00 6.91 5.16 0.01 225.00 6.98 5.24 0.01 230.00 7.06 5.31 0.01 235.00 7.13 5.38 0.01 240.00 7.20 5.44 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 54HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.378 ac, 0.00% Impervious, Inflow Depth > 5.33" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.06 cfs @ 121.26 hrs, Volume= 0.168 af Outflow = 0.06 cfs @ 121.26 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.378 ac 0.06 cfs 0.06 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 55HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.00 0.00 20.00 0.00 0.00 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.01 0.01 75.00 0.01 0.01 80.00 0.01 0.01 85.00 0.01 0.01 90.00 0.01 0.01 95.00 0.01 0.01 100.00 0.01 0.01 105.00 0.01 0.01 110.00 0.02 0.02 115.00 0.02 0.02 120.00 0.06 0.06 125.00 0.03 0.03 130.00 0.02 0.02 135.00 0.02 0.02 140.00 0.01 0.01 145.00 0.01 0.01 150.00 0.01 0.01 155.00 0.01 0.01 160.00 0.01 0.01 165.00 0.01 0.01 170.00 0.01 0.01 175.00 0.01 0.01 180.00 0.01 0.01 185.00 0.01 0.01 190.00 0.01 0.01 195.00 0.01 0.01 200.00 0.01 0.01 205.00 0.01 0.01 210.00 0.01 0.01 215.00 0.01 0.01 220.00 0.01 0.01 225.00 0.01 0.01 230.00 0.01 0.01 235.00 0.01 0.01 240.00 0.00 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 56HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 0.00% Impervious, Inflow Depth > 5.33" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.44 cfs @ 121.30 hrs, Volume= 1.187 af Outflow = 0.44 cfs @ 121.30 hrs, Volume= 1.187 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.673 ac 0.44 cfs 0.44 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 57HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.00 0.00 20.00 0.00 0.00 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.01 0.01 40.00 0.01 0.01 45.00 0.02 0.02 50.00 0.02 0.02 55.00 0.02 0.02 60.00 0.03 0.03 65.00 0.03 0.03 70.00 0.04 0.04 75.00 0.04 0.04 80.00 0.04 0.04 85.00 0.05 0.05 90.00 0.06 0.06 95.00 0.07 0.07 100.00 0.07 0.07 105.00 0.09 0.09 110.00 0.11 0.11 115.00 0.15 0.15 120.00 0.40 0.40 125.00 0.24 0.24 130.00 0.14 0.14 135.00 0.11 0.11 140.00 0.09 0.09 145.00 0.08 0.08 150.00 0.08 0.08 155.00 0.07 0.07 160.00 0.07 0.07 165.00 0.06 0.06 170.00 0.06 0.06 175.00 0.06 0.06 180.00 0.05 0.05 185.00 0.05 0.05 190.00 0.05 0.05 195.00 0.05 0.05 200.00 0.05 0.05 205.00 0.05 0.05 210.00 0.04 0.04 215.00 0.04 0.04 220.00 0.04 0.04 225.00 0.04 0.04 230.00 0.04 0.04 235.00 0.04 0.04 240.00 0.03 0.03 Table of Contents25102 EXISTING Printed 5/14/2025Prepared by Civil Site Group HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Event 6 Node Listing 7 Subcat EX1A: TO WETLAND 9 Subcat EX1B: TO CREEK 11 Subcat EX2: TO WESTERN PROPERTY 13 Subcat EX3: TO W 78TH ST 15 Reach 1R: EX WETLAND 17 Reach 2R: RILEY CREEK 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Event 19 Node Listing 20 Subcat EX1A: TO WETLAND 22 Subcat EX1B: TO CREEK 24 Subcat EX2: TO WESTERN PROPERTY 26 Subcat EX3: TO W 78TH ST 28 Reach 1R: EX WETLAND 30 Reach 2R: RILEY CREEK 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Event 32 Node Listing 33 Subcat EX1A: TO WETLAND 35 Subcat EX1B: TO CREEK 37 Subcat EX2: TO WESTERN PROPERTY 39 Subcat EX3: TO W 78TH ST 41 Reach 1R: EX WETLAND 43 Reach 2R: RILEY CREEK MN-RPBCWD_Snowmelt_10d_100_yr Event 45 Node Listing 46 Subcat EX1A: TO WETLAND 48 Subcat EX1B: TO CREEK 50 Subcat EX2: TO WESTERN PROPERTY 52 Subcat EX3: TO W 78TH ST 54 Reach 1R: EX WETLAND 56 Reach 2R: RILEY CREEK PROPOSED CONDITIONS PR1A TO WETLAND PR1B TO CREEK PR1C SITE PR1D SITE PR2 TO WESTERN PROPERTY PR3 TO W 78TH ST 1R EX WETLAND 2R RILEY CREEK 1P WATER REUSE STORAGE 2P BIOFILTRATION BASIN 1 Routing Diagram for 25102 PROPOSED Prepared by Civil Site Group, Printed 5/14/2025 HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link 25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group Page 2HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode 1 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24h r 2 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24h r 3 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100 y 24h r 4 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr 25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group Page 3HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.207 84 50-75% Grass cover, Fair, HSG D (PR2) 1.624 80 >75% Grass cover, Good, HSG D (PR1C, PR1D, PR3) 1.451 84 PERVIOUS (PR1A, PR1B) 0.347 98 Paved parking, HSG D (PR1C, PR3) 0.011 98 Unconnected pavement, HSG D (PR1B) 0.007 98 Unconnected roofs, HSG D (PR1A) 3.647 84 TOTAL AREA 25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group Page 4HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.196 HSG D PR1A, PR1B, PR1C, PR1D, PR2, PR3 1.451 Other PR1A, PR1B 3.647 TOTAL AREA 25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group Page 5HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.207 0.000 0.207 50-75% Grass cover, Fair PR2 0.000 0.000 0.000 1.624 0.000 1.624 >75% Grass cover, Good PR1C, PR1D, PR3 0.000 0.000 0.000 0.000 1.451 1.451 PERVIOUS PR1A, PR1B 0.000 0.000 0.000 0.347 0.000 0.347 Paved parking PR1C, PR3 0.000 0.000 0.000 0.011 0.000 0.011 Unconnected pavement PR1B 0.000 0.000 0.000 0.007 0.000 0.007 Unconnected roofs PR1A 0.000 0.000 0.000 2.196 1.451 3.647 TOTAL AREA MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 6HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=11,039 sf 2.74% Impervious Runoff Depth=1.44"Subcatchment PR1A: TO WETLAND Tc=6.0 min CN=WQ Runoff=0.65 cfs 0.030 af Runoff Area=52,918 sf 0.89% Impervious Runoff Depth=1.42"Subcatchment PR1B: TO CREEK Flow Length=293' Tc=11.5 min CN=WQ Runoff=2.37 cfs 0.144 af Runoff Area=66,320 sf 17.47% Impervious Runoff Depth=1.41"Subcatchment PR1C: SITE Tc=6.0 min CN=WQ Runoff=3.66 cfs 0.179 af Runoff Area=13,349 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment PR1D: SITE Tc=6.0 min CN=80 Runoff=0.62 cfs 0.029 af Runoff Area=9,022 sf 0.00% Impervious Runoff Depth=1.41"Subcatchment PR2: TO WESTERN Tc=6.0 min CN=84 Runoff=0.52 cfs 0.024 af Runoff Area=6,198 sf 57.15% Impervious Runoff Depth=2.00"Subcatchment PR3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=0.47 cfs 0.024 af Inflow=0.65 cfs 0.030 afReach 1R: EX WETLAND Outflow=0.65 cfs 0.030 af Inflow=2.88 cfs 0.383 afReach 2R: RILEY CREEK Outflow=2.88 cfs 0.383 af Peak Elev=959.67' Storage=6,087 cf Inflow=3.66 cfs 0.179 afPond 1P: WATER REUSE STORAGE 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' Outflow=2.96 cfs 0.179 af Peak Elev=952.65' Storage=5,570 cf Inflow=3.49 cfs 0.209 afPond 2P: BIOFILTRATION BASIN 1 Primary=0.17 cfs 0.209 af Secondary=0.00 cfs 0.000 af Outflow=0.17 cfs 0.209 af Total Runoff Area = 3.647 ac Runoff Volume = 0.431 af Average Runoff Depth = 1.42" 89.99% Pervious = 3.282 ac 10.01% Impervious = 0.365 ac MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 7HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: TO WETLAND Runoff = 0.65 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 1.44" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description * 10,736 84 PERVIOUS 303 98 Unconnected roofs, HSG D 11,039 Weighted Average 10,736 97.26% Pervious Area 303 2.74% Impervious Area 303 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=11,039 sf Runoff Volume=0.030 af Runoff Depth=1.44" Tc=6.0 min CN=WQ 0.65 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 8HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.15 0.02 20.00 2.76 1.32 0.01 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 9HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: TO CREEK Runoff = 2.37 cfs @ 12.16 hrs, Volume= 0.144 af, Depth= 1.42" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 469 98 Unconnected pavement, HSG D * 52,449 84 PERVIOUS 52,918 Weighted Average 52,449 99.11% Pervious Area 469 0.89% Impervious Area 469 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 100 0.0710 0.19 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.5 193 0.0660 1.28 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 11.5 293 Total Subcatchment PR1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=52,918 sf Runoff Volume=0.144 af Runoff Depth=1.42" Flow Length=293' Tc=11.5 min CN=WQ 2.37 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 10HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.01 15.00 2.54 1.15 0.10 20.00 2.76 1.32 0.03 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 11HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: SITE Runoff = 3.66 cfs @ 12.09 hrs, Volume= 0.179 af, Depth= 1.41" Routed to Pond 1P : WATER REUSE STORAGE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 54,737 80 >75% Grass cover, Good, HSG D 11,583 98 Paved parking, HSG D 66,320 Weighted Average 54,737 82.53% Pervious Area 11,583 17.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1C: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=66,320 sf Runoff Volume=0.179 af Runoff Depth=1.41" Tc=6.0 min CN=WQ 3.66 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 12HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1C: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.03 15.00 2.54 1.09 0.12 20.00 2.76 1.25 0.03 25.00 2.87 1.34 0.00 30.00 2.87 1.34 0.00 35.00 2.87 1.34 0.00 40.00 2.87 1.34 0.00 45.00 2.87 1.34 0.00 50.00 2.87 1.34 0.00 55.00 2.87 1.34 0.00 60.00 2.87 1.34 0.00 65.00 2.87 1.34 0.00 70.00 2.87 1.34 0.00 75.00 2.87 1.34 0.00 80.00 2.87 1.34 0.00 85.00 2.87 1.34 0.00 90.00 2.87 1.34 0.00 95.00 2.87 1.34 0.00 100.00 2.87 1.34 0.00 105.00 2.87 1.34 0.00 110.00 2.87 1.34 0.00 115.00 2.87 1.34 0.00 120.00 2.87 1.34 0.00 125.00 2.87 1.34 0.00 130.00 2.87 1.34 0.00 135.00 2.87 1.34 0.00 140.00 2.87 1.34 0.00 145.00 2.87 1.34 0.00 150.00 2.87 1.34 0.00 155.00 2.87 1.34 0.00 160.00 2.87 1.34 0.00 165.00 2.87 1.34 0.00 170.00 2.87 1.34 0.00 175.00 2.87 1.34 0.00 180.00 2.87 1.34 0.00 185.00 2.87 1.34 0.00 190.00 2.87 1.34 0.00 195.00 2.87 1.34 0.00 200.00 2.87 1.34 0.00 205.00 2.87 1.34 0.00 210.00 2.87 1.34 0.00 215.00 2.87 1.34 0.00 220.00 2.87 1.34 0.00 225.00 2.87 1.34 0.00 230.00 2.87 1.34 0.00 235.00 2.87 1.34 0.00 240.00 2.87 1.34 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 13HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1D: SITE Runoff = 0.62 cfs @ 12.09 hrs, Volume= 0.029 af, Depth= 1.15" Routed to Pond 2P : BIOFILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 13,349 80 >75% Grass cover, Good, HSG D 13,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1D: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=13,349 sf Runoff Volume=0.029 af Runoff Depth=1.15" Tc=6.0 min CN=80 0.62 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 14HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1D: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 0.92 0.02 20.00 2.76 1.07 0.01 25.00 2.87 1.15 0.00 30.00 2.87 1.15 0.00 35.00 2.87 1.15 0.00 40.00 2.87 1.15 0.00 45.00 2.87 1.15 0.00 50.00 2.87 1.15 0.00 55.00 2.87 1.15 0.00 60.00 2.87 1.15 0.00 65.00 2.87 1.15 0.00 70.00 2.87 1.15 0.00 75.00 2.87 1.15 0.00 80.00 2.87 1.15 0.00 85.00 2.87 1.15 0.00 90.00 2.87 1.15 0.00 95.00 2.87 1.15 0.00 100.00 2.87 1.15 0.00 105.00 2.87 1.15 0.00 110.00 2.87 1.15 0.00 115.00 2.87 1.15 0.00 120.00 2.87 1.15 0.00 125.00 2.87 1.15 0.00 130.00 2.87 1.15 0.00 135.00 2.87 1.15 0.00 140.00 2.87 1.15 0.00 145.00 2.87 1.15 0.00 150.00 2.87 1.15 0.00 155.00 2.87 1.15 0.00 160.00 2.87 1.15 0.00 165.00 2.87 1.15 0.00 170.00 2.87 1.15 0.00 175.00 2.87 1.15 0.00 180.00 2.87 1.15 0.00 185.00 2.87 1.15 0.00 190.00 2.87 1.15 0.00 195.00 2.87 1.15 0.00 200.00 2.87 1.15 0.00 205.00 2.87 1.15 0.00 210.00 2.87 1.15 0.00 215.00 2.87 1.15 0.00 220.00 2.87 1.15 0.00 225.00 2.87 1.15 0.00 230.00 2.87 1.15 0.00 235.00 2.87 1.15 0.00 240.00 2.87 1.15 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 15HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: TO WESTERN PROPERTY Runoff = 0.52 cfs @ 12.09 hrs, Volume= 0.024 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 9,022 84 50-75% Grass cover, Fair, HSG D 9,022 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=9,022 sf Runoff Volume=0.024 af Runoff Depth=1.41" Tc=6.0 min CN=84 0.52 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 16HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.00 0.00 15.00 2.54 1.15 0.02 20.00 2.76 1.32 0.00 25.00 2.87 1.41 0.00 30.00 2.87 1.41 0.00 35.00 2.87 1.41 0.00 40.00 2.87 1.41 0.00 45.00 2.87 1.41 0.00 50.00 2.87 1.41 0.00 55.00 2.87 1.41 0.00 60.00 2.87 1.41 0.00 65.00 2.87 1.41 0.00 70.00 2.87 1.41 0.00 75.00 2.87 1.41 0.00 80.00 2.87 1.41 0.00 85.00 2.87 1.41 0.00 90.00 2.87 1.41 0.00 95.00 2.87 1.41 0.00 100.00 2.87 1.41 0.00 105.00 2.87 1.41 0.00 110.00 2.87 1.41 0.00 115.00 2.87 1.41 0.00 120.00 2.87 1.41 0.00 125.00 2.87 1.41 0.00 130.00 2.87 1.41 0.00 135.00 2.87 1.41 0.00 140.00 2.87 1.41 0.00 145.00 2.87 1.41 0.00 150.00 2.87 1.41 0.00 155.00 2.87 1.41 0.00 160.00 2.87 1.41 0.00 165.00 2.87 1.41 0.00 170.00 2.87 1.41 0.00 175.00 2.87 1.41 0.00 180.00 2.87 1.41 0.00 185.00 2.87 1.41 0.00 190.00 2.87 1.41 0.00 195.00 2.87 1.41 0.00 200.00 2.87 1.41 0.00 205.00 2.87 1.41 0.00 210.00 2.87 1.41 0.00 215.00 2.87 1.41 0.00 220.00 2.87 1.41 0.00 225.00 2.87 1.41 0.00 230.00 2.87 1.41 0.00 235.00 2.87 1.41 0.00 240.00 2.87 1.41 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 17HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: TO W 78TH ST Runoff = 0.47 cfs @ 12.08 hrs, Volume= 0.024 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Area (sf) CN Description 2,656 80 >75% Grass cover, Good, HSG D 3,542 98 Paved parking, HSG D 6,198 Weighted Average 2,656 42.85% Pervious Area 3,542 57.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Runoff Area=6,198 sf Runoff Volume=0.024 af Runoff Depth=2.00" Tc=6.0 min CN=WQ 0.47 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 18HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.14 0.00 0.00 10.00 0.43 0.03 0.01 15.00 2.54 1.57 0.01 20.00 2.76 1.76 0.00 25.00 2.87 1.87 0.00 30.00 2.87 1.87 0.00 35.00 2.87 1.87 0.00 40.00 2.87 1.87 0.00 45.00 2.87 1.87 0.00 50.00 2.87 1.87 0.00 55.00 2.87 1.87 0.00 60.00 2.87 1.87 0.00 65.00 2.87 1.87 0.00 70.00 2.87 1.87 0.00 75.00 2.87 1.87 0.00 80.00 2.87 1.87 0.00 85.00 2.87 1.87 0.00 90.00 2.87 1.87 0.00 95.00 2.87 1.87 0.00 100.00 2.87 1.87 0.00 105.00 2.87 1.87 0.00 110.00 2.87 1.87 0.00 115.00 2.87 1.87 0.00 120.00 2.87 1.87 0.00 125.00 2.87 1.87 0.00 130.00 2.87 1.87 0.00 135.00 2.87 1.87 0.00 140.00 2.87 1.87 0.00 145.00 2.87 1.87 0.00 150.00 2.87 1.87 0.00 155.00 2.87 1.87 0.00 160.00 2.87 1.87 0.00 165.00 2.87 1.87 0.00 170.00 2.87 1.87 0.00 175.00 2.87 1.87 0.00 180.00 2.87 1.87 0.00 185.00 2.87 1.87 0.00 190.00 2.87 1.87 0.00 195.00 2.87 1.87 0.00 200.00 2.87 1.87 0.00 205.00 2.87 1.87 0.00 210.00 2.87 1.87 0.00 215.00 2.87 1.87 0.00 220.00 2.87 1.87 0.00 225.00 2.87 1.87 0.00 230.00 2.87 1.87 0.00 235.00 2.87 1.87 0.00 240.00 2.87 1.87 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 19HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.253 ac, 2.74% Impervious, Inflow Depth = 1.44" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 0.65 cfs @ 12.09 hrs, Volume= 0.030 af Outflow = 0.65 cfs @ 12.09 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.253 ac 0.65 cfs 0.65 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 20HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.02 0.02 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 21HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.297 ac, 8.60% Impervious, Inflow Depth = 1.39" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 2.88 cfs @ 12.15 hrs, Volume= 0.383 af Outflow = 2.88 cfs @ 12.15 hrs, Volume= 0.383 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=3.297 ac 2.88 cfs 2.88 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 22HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.02 0.02 15.00 0.28 0.28 20.00 0.11 0.11 25.00 0.07 0.07 30.00 0.07 0.07 35.00 0.06 0.06 40.00 0.06 0.06 45.00 0.02 0.02 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 23HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: WATER REUSE STORAGE Inflow Area = 1.522 ac, 17.47% Impervious, Inflow Depth = 1.41" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 3.66 cfs @ 12.09 hrs, Volume= 0.179 af Outflow = 2.96 cfs @ 12.13 hrs, Volume= 0.179 af, Atten= 19%, Lag= 2.7 min Primary = 2.96 cfs @ 12.13 hrs, Volume= 0.179 af Routed to Pond 2P : BIOFILTRATION BASIN 1 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Automatic Starting Elev= 958.95' Surf.Area= 2,354 sf Storage= 5,030 cf Peak Elev= 959.67' @ 12.13 hrs Surf.Area= 2,354 sf Storage= 6,087 cf (1,056 cf above start) Plug-Flow detention time= 333.1 min calculated for 0.064 af (36% of inflow) Center-of-Mass det. time= 24.6 min ( 831.8 - 807.2 ) Volume Invert Avail.Storage Storage Description #1A 954.80' 0 cf 32.25'W x 73.00'L x 6.50'H Field A 15,303 cf Overall - 7,139 cf Embedded = 8,163 cf x 0.0% Voids #2A 955.30' 7,139 cf CMP Round 66 x 12 Inside #1 Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 12 Chambers in 4 Rows 30.25' Header x 23.76 sf x 2 = 1,437.4 cf Inside 7,139 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 958.95'24.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.95' / 957.95' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.96 cfs @ 12.13 hrs HW=959.67' (Free Discharge) 1=Culvert (Inlet Controls 2.96 cfs @ 2.89 fps) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 24HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE - Chamber Wizard Field A Chamber Model = CMP Round 66 (Round Corrugated Metal Pipe) Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 66.0" Wide + 33.0" Spacing = 99.0" C-C Row Spacing 3 Chambers/Row x 20.00' Long +5.50' Header x 2 = 71.00' Row Length +12.0" End Stone x 2 = 73.00' Base Length 4 Rows x 66.0" Wide + 33.0" Spacing x 3 + 12.0" Side Stone x 2 = 32.25' Base Width 6.0" Stone Base + 66.0" Chamber Height + 6.0" Stone Cover = 6.50' Field Height 12 Chambers x 475.2 cf + 30.25' Header x 23.76 sf x 2 = 7,139.4 cf Chamber Storage 15,302.6 cf Field - 7,139.4 cf Chambers = 8,163.3 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,139.4 cf = 0.164 af Overall Storage Efficiency = 46.7% Overall System Size = 73.00' x 32.25' x 6.50' 12 Chambers 566.8 cy Field 302.3 cy Stone MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 25HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=959.67' Storage=6,087 cf 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' 3.66 cfs 2.96 cfs Pond 1P: WATER REUSE STORAGE Primary Stage-Discharge Discharge (cfs) 1614121086420Elevation (feet)961 960 959 958 957 956 955 Culvert MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 26HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000Elevation (feet)961 960 959 958 957 956 955 Starting Elevation Field A CMP Round 66 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 27HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: WATER REUSE STORAGE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 5,030 958.95 0.00 5.00 0.00 5,054 958.97 0.00 10.00 0.03 5,115 959.00 0.02 15.00 0.12 5,246 959.09 0.12 20.00 0.03 5,142 959.02 0.03 25.00 0.00 5,085 958.98 0.01 30.00 0.00 5,044 958.96 0.00 35.00 0.00 5,037 958.95 0.00 40.00 0.00 5,034 958.95 0.00 45.00 0.00 5,032 958.95 0.00 50.00 0.00 5,031 958.95 0.00 55.00 0.00 5,031 958.95 0.00 60.00 0.00 5,030 958.95 0.00 65.00 0.00 5,030 958.95 0.00 70.00 0.00 5,030 958.95 0.00 75.00 0.00 5,030 958.95 0.00 80.00 0.00 5,030 958.95 0.00 85.00 0.00 5,030 958.95 0.00 90.00 0.00 5,030 958.95 0.00 95.00 0.00 5,030 958.95 0.00 100.00 0.00 5,030 958.95 0.00 105.00 0.00 5,030 958.95 0.00 110.00 0.00 5,030 958.95 0.00 115.00 0.00 5,030 958.95 0.00 120.00 0.00 5,030 958.95 0.00 125.00 0.00 5,030 958.95 0.00 130.00 0.00 5,030 958.95 0.00 135.00 0.00 5,030 958.95 0.00 140.00 0.00 5,030 958.95 0.00 145.00 0.00 5,030 958.95 0.00 150.00 0.00 5,030 958.95 0.00 155.00 0.00 5,030 958.95 0.00 160.00 0.00 5,030 958.95 0.00 165.00 0.00 5,030 958.95 0.00 170.00 0.00 5,030 958.95 0.00 175.00 0.00 5,030 958.95 0.00 180.00 0.00 5,030 958.95 0.00 185.00 0.00 5,030 958.95 0.00 190.00 0.00 5,030 958.95 0.00 195.00 0.00 5,030 958.95 0.00 200.00 0.00 5,030 958.95 0.00 205.00 0.00 5,030 958.95 0.00 210.00 0.00 5,030 958.95 0.00 215.00 0.00 5,030 958.95 0.00 220.00 0.00 5,030 958.95 0.00 225.00 0.00 5,030 958.95 0.00 230.00 0.00 5,030 958.95 0.00 235.00 0.00 5,030 958.95 0.00 240.00 0.00 5,030 958.95 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 28HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: BIOFILTRATION BASIN 1 Inflow Area = 1.829 ac, 14.54% Impervious, Inflow Depth = 1.37" for 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 event Inflow = 3.49 cfs @ 12.13 hrs, Volume= 0.209 af Outflow = 0.17 cfs @ 13.86 hrs, Volume= 0.209 af, Atten= 95%, Lag= 104.1 min Primary = 0.17 cfs @ 13.86 hrs, Volume= 0.209 af Routed to Reach 2R : RILEY CREEK Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 952.65' @ 13.86 hrs Surf.Area= 4,018 sf Storage= 5,570 cf Plug-Flow detention time= 702.3 min calculated for 0.209 af (100% of inflow) Center-of-Mass det. time= 702.3 min ( 1,534.0 - 831.8 ) Volume Invert Avail.Storage Storage Description #1 951.00' 31,458 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 2,774 0 0 952.00 3,507 3,141 3,141 953.00 4,299 3,903 7,044 954.00 5,149 4,724 11,768 955.00 6,060 5,605 17,372 956.00 7,028 6,544 23,916 957.00 8,056 7,542 31,458 Device Routing Invert Outlet Devices #1 Primary 949.00'12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 949.00' / 947.96' S= 0.0116 '/' Cc= 0.900 n= 0.015 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 949.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 951.00'0.800 in/hr Exfiltration over Surface area #4 Device 1 952.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 955.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.17 cfs @ 13.86 hrs HW=952.65' (Free Discharge) 1=Culvert (Passes 0.17 cfs of 5.27 cfs potential flow) 2=Orifice/Grate (Passes 0.07 cfs of 1.74 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.07 cfs) 4=Orifice/Grate (Orifice Controls 0.09 cfs @ 1.30 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 29HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=1.829 ac Peak Elev=952.65' Storage=5,570 cf 3.49 cfs 0.17 cfs 0.17 cfs 0.00 cfs Pond 2P: BIOFILTRATION BASIN 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 65605550454035302520151050Elevation (feet)957 956 955 954 953 952 951 Exfiltration Orifice/Grate Broad-Crested Rectangular Weir MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 30HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 8,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)957 956 955 954 953 952 951 Custom Stage Data MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Rainfall=2.87" Printed 5/14/2025Prepared by Civil Site Group Page 31HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: BIOFILTRATION BASIN 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 951.00 0.00 0.00 0.00 5.00 0.00 3 951.00 0.00 0.00 0.00 10.00 0.02 48 951.02 0.01 0.01 0.00 15.00 0.15 5,520 952.63 0.15 0.15 0.00 20.00 0.04 4,965 952.49 0.07 0.07 0.00 25.00 0.01 4,329 952.33 0.07 0.07 0.00 30.00 0.00 3,156 952.00 0.07 0.07 0.00 35.00 0.00 2,033 951.67 0.06 0.06 0.00 40.00 0.00 988 951.34 0.06 0.06 0.00 45.00 0.00 70 951.03 0.02 0.02 0.00 50.00 0.00 0 951.00 0.00 0.00 0.00 55.00 0.00 0 951.00 0.00 0.00 0.00 60.00 0.00 0 951.00 0.00 0.00 0.00 65.00 0.00 0 951.00 0.00 0.00 0.00 70.00 0.00 0 951.00 0.00 0.00 0.00 75.00 0.00 0 951.00 0.00 0.00 0.00 80.00 0.00 0 951.00 0.00 0.00 0.00 85.00 0.00 0 951.00 0.00 0.00 0.00 90.00 0.00 0 951.00 0.00 0.00 0.00 95.00 0.00 0 951.00 0.00 0.00 0.00 100.00 0.00 0 951.00 0.00 0.00 0.00 105.00 0.00 0 951.00 0.00 0.00 0.00 110.00 0.00 0 951.00 0.00 0.00 0.00 115.00 0.00 0 951.00 0.00 0.00 0.00 120.00 0.00 0 951.00 0.00 0.00 0.00 125.00 0.00 0 951.00 0.00 0.00 0.00 130.00 0.00 0 951.00 0.00 0.00 0.00 135.00 0.00 0 951.00 0.00 0.00 0.00 140.00 0.00 0 951.00 0.00 0.00 0.00 145.00 0.00 0 951.00 0.00 0.00 0.00 150.00 0.00 0 951.00 0.00 0.00 0.00 155.00 0.00 0 951.00 0.00 0.00 0.00 160.00 0.00 0 951.00 0.00 0.00 0.00 165.00 0.00 0 951.00 0.00 0.00 0.00 170.00 0.00 0 951.00 0.00 0.00 0.00 175.00 0.00 0 951.00 0.00 0.00 0.00 180.00 0.00 0 951.00 0.00 0.00 0.00 185.00 0.00 0 951.00 0.00 0.00 0.00 190.00 0.00 0 951.00 0.00 0.00 0.00 195.00 0.00 0 951.00 0.00 0.00 0.00 200.00 0.00 0 951.00 0.00 0.00 0.00 205.00 0.00 0 951.00 0.00 0.00 0.00 210.00 0.00 0 951.00 0.00 0.00 0.00 215.00 0.00 0 951.00 0.00 0.00 0.00 220.00 0.00 0 951.00 0.00 0.00 0.00 225.00 0.00 0 951.00 0.00 0.00 0.00 230.00 0.00 0 951.00 0.00 0.00 0.00 235.00 0.00 0 951.00 0.00 0.00 0.00 240.00 0.00 0 951.00 0.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 32HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=11,039 sf 2.74% Impervious Runoff Depth=2.65"Subcatchment PR1A: TO WETLAND Tc=6.0 min CN=WQ Runoff=1.22 cfs 0.056 af Runoff Area=52,918 sf 0.89% Impervious Runoff Depth=2.62"Subcatchment PR1B: TO CREEK Flow Length=293' Tc=11.5 min CN=WQ Runoff=4.49 cfs 0.266 af Runoff Area=66,320 sf 17.47% Impervious Runoff Depth=2.58"Subcatchment PR1C: SITE Tc=6.0 min CN=WQ Runoff=6.93 cfs 0.327 af Runoff Area=13,349 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment PR1D: SITE Tc=6.0 min CN=80 Runoff=1.27 cfs 0.058 af Runoff Area=9,022 sf 0.00% Impervious Runoff Depth=2.61"Subcatchment PR2: TO WESTERN Tc=6.0 min CN=84 Runoff=0.99 cfs 0.045 af Runoff Area=6,198 sf 57.15% Impervious Runoff Depth=3.28"Subcatchment PR3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=0.78 cfs 0.039 af Inflow=1.22 cfs 0.056 afReach 1R: EX WETLAND Outflow=1.22 cfs 0.056 af Inflow=5.40 cfs 0.706 afReach 2R: RILEY CREEK Outflow=5.40 cfs 0.706 af Peak Elev=960.03' Storage=6,536 cf Inflow=6.93 cfs 0.327 afPond 1P: WATER REUSE STORAGE 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' Outflow=6.16 cfs 0.327 af Peak Elev=953.16' Storage=7,739 cf Inflow=7.31 cfs 0.385 afPond 2P: BIOFILTRATION BASIN 1 Primary=1.60 cfs 0.385 af Secondary=0.00 cfs 0.000 af Outflow=1.60 cfs 0.385 af Total Runoff Area = 3.647 ac Runoff Volume = 0.790 af Average Runoff Depth = 2.60" 89.99% Pervious = 3.282 ac 10.01% Impervious = 0.365 ac MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 33HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: TO WETLAND Runoff = 1.22 cfs @ 12.09 hrs, Volume= 0.056 af, Depth= 2.65" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description * 10,736 84 PERVIOUS 303 98 Unconnected roofs, HSG D 11,039 Weighted Average 10,736 97.26% Pervious Area 303 2.74% Impervious Area 303 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=11,039 sf Runoff Volume=0.056 af Runoff Depth=2.65" Tc=6.0 min CN=WQ 1.22 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 34HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.01 15.00 3.89 2.27 0.04 20.00 4.17 2.52 0.01 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 35HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: TO CREEK Runoff = 4.49 cfs @ 12.15 hrs, Volume= 0.266 af, Depth= 2.62" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 469 98 Unconnected pavement, HSG D * 52,449 84 PERVIOUS 52,918 Weighted Average 52,449 99.11% Pervious Area 469 0.89% Impervious Area 469 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 100 0.0710 0.19 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.5 193 0.0660 1.28 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 11.5 293 Total Subcatchment PR1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=52,918 sf Runoff Volume=0.266 af Runoff Depth=2.62" Flow Length=293' Tc=11.5 min CN=WQ 4.49 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 36HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.03 15.00 3.89 2.27 0.18 20.00 4.17 2.52 0.03 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 37HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: SITE Runoff = 6.93 cfs @ 12.09 hrs, Volume= 0.327 af, Depth= 2.58" Routed to Pond 1P : WATER REUSE STORAGE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 54,737 80 >75% Grass cover, Good, HSG D 11,583 98 Paved parking, HSG D 66,320 Weighted Average 54,737 82.53% Pervious Area 11,583 17.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1C: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=66,320 sf Runoff Volume=0.327 af Runoff Depth=2.58" Tc=6.0 min CN=WQ 6.93 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 38HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1C: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.05 15.00 3.89 2.19 0.22 20.00 4.17 2.43 0.03 25.00 4.27 2.52 0.00 30.00 4.27 2.52 0.00 35.00 4.27 2.52 0.00 40.00 4.27 2.52 0.00 45.00 4.27 2.52 0.00 50.00 4.27 2.52 0.00 55.00 4.27 2.52 0.00 60.00 4.27 2.52 0.00 65.00 4.27 2.52 0.00 70.00 4.27 2.52 0.00 75.00 4.27 2.52 0.00 80.00 4.27 2.52 0.00 85.00 4.27 2.52 0.00 90.00 4.27 2.52 0.00 95.00 4.27 2.52 0.00 100.00 4.27 2.52 0.00 105.00 4.27 2.52 0.00 110.00 4.27 2.52 0.00 115.00 4.27 2.52 0.00 120.00 4.27 2.52 0.00 125.00 4.27 2.52 0.00 130.00 4.27 2.52 0.00 135.00 4.27 2.52 0.00 140.00 4.27 2.52 0.00 145.00 4.27 2.52 0.00 150.00 4.27 2.52 0.00 155.00 4.27 2.52 0.00 160.00 4.27 2.52 0.00 165.00 4.27 2.52 0.00 170.00 4.27 2.52 0.00 175.00 4.27 2.52 0.00 180.00 4.27 2.52 0.00 185.00 4.27 2.52 0.00 190.00 4.27 2.52 0.00 195.00 4.27 2.52 0.00 200.00 4.27 2.52 0.00 205.00 4.27 2.52 0.00 210.00 4.27 2.52 0.00 215.00 4.27 2.52 0.00 220.00 4.27 2.52 0.00 225.00 4.27 2.52 0.00 230.00 4.27 2.52 0.00 235.00 4.27 2.52 0.00 240.00 4.27 2.52 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 39HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1D: SITE Runoff = 1.27 cfs @ 12.09 hrs, Volume= 0.058 af, Depth= 2.27" Routed to Pond 2P : BIOFILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 13,349 80 >75% Grass cover, Good, HSG D 13,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1D: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=13,349 sf Runoff Volume=0.058 af Runoff Depth=2.27" Tc=6.0 min CN=80 1.27 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 40HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1D: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.00 0.00 15.00 3.89 1.95 0.04 20.00 4.17 2.18 0.01 25.00 4.27 2.27 0.00 30.00 4.27 2.27 0.00 35.00 4.27 2.27 0.00 40.00 4.27 2.27 0.00 45.00 4.27 2.27 0.00 50.00 4.27 2.27 0.00 55.00 4.27 2.27 0.00 60.00 4.27 2.27 0.00 65.00 4.27 2.27 0.00 70.00 4.27 2.27 0.00 75.00 4.27 2.27 0.00 80.00 4.27 2.27 0.00 85.00 4.27 2.27 0.00 90.00 4.27 2.27 0.00 95.00 4.27 2.27 0.00 100.00 4.27 2.27 0.00 105.00 4.27 2.27 0.00 110.00 4.27 2.27 0.00 115.00 4.27 2.27 0.00 120.00 4.27 2.27 0.00 125.00 4.27 2.27 0.00 130.00 4.27 2.27 0.00 135.00 4.27 2.27 0.00 140.00 4.27 2.27 0.00 145.00 4.27 2.27 0.00 150.00 4.27 2.27 0.00 155.00 4.27 2.27 0.00 160.00 4.27 2.27 0.00 165.00 4.27 2.27 0.00 170.00 4.27 2.27 0.00 175.00 4.27 2.27 0.00 180.00 4.27 2.27 0.00 185.00 4.27 2.27 0.00 190.00 4.27 2.27 0.00 195.00 4.27 2.27 0.00 200.00 4.27 2.27 0.00 205.00 4.27 2.27 0.00 210.00 4.27 2.27 0.00 215.00 4.27 2.27 0.00 220.00 4.27 2.27 0.00 225.00 4.27 2.27 0.00 230.00 4.27 2.27 0.00 235.00 4.27 2.27 0.00 240.00 4.27 2.27 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 41HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: TO WESTERN PROPERTY Runoff = 0.99 cfs @ 12.09 hrs, Volume= 0.045 af, Depth= 2.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 9,022 84 50-75% Grass cover, Fair, HSG D 9,022 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=9,022 sf Runoff Volume=0.045 af Runoff Depth=2.61" Tc=6.0 min CN=84 0.99 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 42HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.01 0.01 15.00 3.89 2.27 0.03 20.00 4.17 2.52 0.00 25.00 4.27 2.61 0.00 30.00 4.27 2.61 0.00 35.00 4.27 2.61 0.00 40.00 4.27 2.61 0.00 45.00 4.27 2.61 0.00 50.00 4.27 2.61 0.00 55.00 4.27 2.61 0.00 60.00 4.27 2.61 0.00 65.00 4.27 2.61 0.00 70.00 4.27 2.61 0.00 75.00 4.27 2.61 0.00 80.00 4.27 2.61 0.00 85.00 4.27 2.61 0.00 90.00 4.27 2.61 0.00 95.00 4.27 2.61 0.00 100.00 4.27 2.61 0.00 105.00 4.27 2.61 0.00 110.00 4.27 2.61 0.00 115.00 4.27 2.61 0.00 120.00 4.27 2.61 0.00 125.00 4.27 2.61 0.00 130.00 4.27 2.61 0.00 135.00 4.27 2.61 0.00 140.00 4.27 2.61 0.00 145.00 4.27 2.61 0.00 150.00 4.27 2.61 0.00 155.00 4.27 2.61 0.00 160.00 4.27 2.61 0.00 165.00 4.27 2.61 0.00 170.00 4.27 2.61 0.00 175.00 4.27 2.61 0.00 180.00 4.27 2.61 0.00 185.00 4.27 2.61 0.00 190.00 4.27 2.61 0.00 195.00 4.27 2.61 0.00 200.00 4.27 2.61 0.00 205.00 4.27 2.61 0.00 210.00 4.27 2.61 0.00 215.00 4.27 2.61 0.00 220.00 4.27 2.61 0.00 225.00 4.27 2.61 0.00 230.00 4.27 2.61 0.00 235.00 4.27 2.61 0.00 240.00 4.27 2.61 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 43HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: TO W 78TH ST Runoff = 0.78 cfs @ 12.08 hrs, Volume= 0.039 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Area (sf) CN Description 2,656 80 >75% Grass cover, Good, HSG D 3,542 98 Paved parking, HSG D 6,198 Weighted Average 2,656 42.85% Pervious Area 3,542 57.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Runoff Area=6,198 sf Runoff Volume=0.039 af Runoff Depth=3.28" Tc=6.0 min CN=WQ 0.78 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 44HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.12 0.00 0.00 10.00 0.55 0.07 0.01 15.00 3.89 2.81 0.02 20.00 4.17 3.08 0.00 25.00 4.27 3.18 0.00 30.00 4.27 3.18 0.00 35.00 4.27 3.18 0.00 40.00 4.27 3.18 0.00 45.00 4.27 3.18 0.00 50.00 4.27 3.18 0.00 55.00 4.27 3.18 0.00 60.00 4.27 3.18 0.00 65.00 4.27 3.18 0.00 70.00 4.27 3.18 0.00 75.00 4.27 3.18 0.00 80.00 4.27 3.18 0.00 85.00 4.27 3.18 0.00 90.00 4.27 3.18 0.00 95.00 4.27 3.18 0.00 100.00 4.27 3.18 0.00 105.00 4.27 3.18 0.00 110.00 4.27 3.18 0.00 115.00 4.27 3.18 0.00 120.00 4.27 3.18 0.00 125.00 4.27 3.18 0.00 130.00 4.27 3.18 0.00 135.00 4.27 3.18 0.00 140.00 4.27 3.18 0.00 145.00 4.27 3.18 0.00 150.00 4.27 3.18 0.00 155.00 4.27 3.18 0.00 160.00 4.27 3.18 0.00 165.00 4.27 3.18 0.00 170.00 4.27 3.18 0.00 175.00 4.27 3.18 0.00 180.00 4.27 3.18 0.00 185.00 4.27 3.18 0.00 190.00 4.27 3.18 0.00 195.00 4.27 3.18 0.00 200.00 4.27 3.18 0.00 205.00 4.27 3.18 0.00 210.00 4.27 3.18 0.00 215.00 4.27 3.18 0.00 220.00 4.27 3.18 0.00 225.00 4.27 3.18 0.00 230.00 4.27 3.18 0.00 235.00 4.27 3.18 0.00 240.00 4.27 3.18 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 45HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.253 ac, 2.74% Impervious, Inflow Depth = 2.65" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 1.22 cfs @ 12.09 hrs, Volume= 0.056 af Outflow = 1.22 cfs @ 12.09 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.253 ac 1.22 cfs 1.22 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 46HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.01 0.01 15.00 0.04 0.04 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 47HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.297 ac, 8.60% Impervious, Inflow Depth = 2.57" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 5.40 cfs @ 12.14 hrs, Volume= 0.706 af Outflow = 5.40 cfs @ 12.14 hrs, Volume= 0.706 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.297 ac 5.40 cfs 5.40 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 48HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.06 0.06 15.00 0.52 0.52 20.00 0.11 0.11 25.00 0.07 0.07 30.00 0.07 0.07 35.00 0.06 0.06 40.00 0.06 0.06 45.00 0.04 0.04 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 49HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: WATER REUSE STORAGE Inflow Area = 1.522 ac, 17.47% Impervious, Inflow Depth = 2.58" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 6.93 cfs @ 12.09 hrs, Volume= 0.327 af Outflow = 6.16 cfs @ 12.12 hrs, Volume= 0.327 af, Atten= 11%, Lag= 1.9 min Primary = 6.16 cfs @ 12.12 hrs, Volume= 0.327 af Routed to Pond 2P : BIOFILTRATION BASIN 1 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Automatic Starting Elev= 958.95' Surf.Area= 2,354 sf Storage= 5,030 cf Peak Elev= 960.03' @ 12.12 hrs Surf.Area= 2,354 sf Storage= 6,536 cf (1,505 cf above start) Plug-Flow detention time= 141.4 min calculated for 0.211 af (65% of inflow) Center-of-Mass det. time= 16.9 min ( 800.6 - 783.8 ) Volume Invert Avail.Storage Storage Description #1A 954.80' 0 cf 32.25'W x 73.00'L x 6.50'H Field A 15,303 cf Overall - 7,139 cf Embedded = 8,163 cf x 0.0% Voids #2A 955.30' 7,139 cf CMP Round 66 x 12 Inside #1 Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 12 Chambers in 4 Rows 30.25' Header x 23.76 sf x 2 = 1,437.4 cf Inside 7,139 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 958.95'24.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.95' / 957.95' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.15 cfs @ 12.12 hrs HW=960.03' (Free Discharge) 1=Culvert (Inlet Controls 6.15 cfs @ 3.54 fps) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 50HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE - Chamber Wizard Field A Chamber Model = CMP Round 66 (Round Corrugated Metal Pipe) Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 66.0" Wide + 33.0" Spacing = 99.0" C-C Row Spacing 3 Chambers/Row x 20.00' Long +5.50' Header x 2 = 71.00' Row Length +12.0" End Stone x 2 = 73.00' Base Length 4 Rows x 66.0" Wide + 33.0" Spacing x 3 + 12.0" Side Stone x 2 = 32.25' Base Width 6.0" Stone Base + 66.0" Chamber Height + 6.0" Stone Cover = 6.50' Field Height 12 Chambers x 475.2 cf + 30.25' Header x 23.76 sf x 2 = 7,139.4 cf Chamber Storage 15,302.6 cf Field - 7,139.4 cf Chambers = 8,163.3 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,139.4 cf = 0.164 af Overall Storage Efficiency = 46.7% Overall System Size = 73.00' x 32.25' x 6.50' 12 Chambers 566.8 cy Field 302.3 cy Stone MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 51HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=960.03' Storage=6,536 cf 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' 6.93 cfs 6.16 cfs Pond 1P: WATER REUSE STORAGE Primary Stage-Discharge Discharge (cfs) 1614121086420Elevation (feet)961 960 959 958 957 956 955 Culvert MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 52HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000Elevation (feet)961 960 959 958 957 956 955 Starting Elevation Field A CMP Round 66 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 53HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: WATER REUSE STORAGE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 5,030 958.95 0.00 5.00 0.00 5,049 958.96 0.00 10.00 0.05 5,148 959.03 0.04 15.00 0.22 5,318 959.14 0.22 20.00 0.03 5,143 959.02 0.03 25.00 0.00 5,084 958.98 0.01 30.00 0.00 5,044 958.96 0.00 35.00 0.00 5,037 958.95 0.00 40.00 0.00 5,034 958.95 0.00 45.00 0.00 5,032 958.95 0.00 50.00 0.00 5,031 958.95 0.00 55.00 0.00 5,031 958.95 0.00 60.00 0.00 5,030 958.95 0.00 65.00 0.00 5,030 958.95 0.00 70.00 0.00 5,030 958.95 0.00 75.00 0.00 5,030 958.95 0.00 80.00 0.00 5,030 958.95 0.00 85.00 0.00 5,030 958.95 0.00 90.00 0.00 5,030 958.95 0.00 95.00 0.00 5,030 958.95 0.00 100.00 0.00 5,030 958.95 0.00 105.00 0.00 5,030 958.95 0.00 110.00 0.00 5,030 958.95 0.00 115.00 0.00 5,030 958.95 0.00 120.00 0.00 5,030 958.95 0.00 125.00 0.00 5,030 958.95 0.00 130.00 0.00 5,030 958.95 0.00 135.00 0.00 5,030 958.95 0.00 140.00 0.00 5,030 958.95 0.00 145.00 0.00 5,030 958.95 0.00 150.00 0.00 5,030 958.95 0.00 155.00 0.00 5,030 958.95 0.00 160.00 0.00 5,030 958.95 0.00 165.00 0.00 5,030 958.95 0.00 170.00 0.00 5,030 958.95 0.00 175.00 0.00 5,030 958.95 0.00 180.00 0.00 5,030 958.95 0.00 185.00 0.00 5,030 958.95 0.00 190.00 0.00 5,030 958.95 0.00 195.00 0.00 5,030 958.95 0.00 200.00 0.00 5,030 958.95 0.00 205.00 0.00 5,030 958.95 0.00 210.00 0.00 5,030 958.95 0.00 215.00 0.00 5,030 958.95 0.00 220.00 0.00 5,030 958.95 0.00 225.00 0.00 5,030 958.95 0.00 230.00 0.00 5,030 958.95 0.00 235.00 0.00 5,030 958.95 0.00 240.00 0.00 5,030 958.95 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 54HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: BIOFILTRATION BASIN 1 Inflow Area = 1.829 ac, 14.54% Impervious, Inflow Depth = 2.52" for 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 event Inflow = 7.31 cfs @ 12.11 hrs, Volume= 0.385 af Outflow = 1.60 cfs @ 12.54 hrs, Volume= 0.385 af, Atten= 78%, Lag= 25.5 min Primary = 1.60 cfs @ 12.54 hrs, Volume= 0.385 af Routed to Reach 2R : RILEY CREEK Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 953.16' @ 12.54 hrs Surf.Area= 4,434 sf Storage= 7,739 cf Plug-Flow detention time= 413.4 min calculated for 0.385 af (100% of inflow) Center-of-Mass det. time= 413.4 min ( 1,213.6 - 800.2 ) Volume Invert Avail.Storage Storage Description #1 951.00' 31,458 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 2,774 0 0 952.00 3,507 3,141 3,141 953.00 4,299 3,903 7,044 954.00 5,149 4,724 11,768 955.00 6,060 5,605 17,372 956.00 7,028 6,544 23,916 957.00 8,056 7,542 31,458 Device Routing Invert Outlet Devices #1 Primary 949.00'12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 949.00' / 947.96' S= 0.0116 '/' Cc= 0.900 n= 0.015 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 949.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 951.00'0.800 in/hr Exfiltration over Surface area #4 Device 1 952.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 955.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.60 cfs @ 12.54 hrs HW=953.16' (Free Discharge) 1=Culvert (Passes 1.60 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Passes 0.08 cfs of 1.87 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.08 cfs) 4=Orifice/Grate (Orifice Controls 1.52 cfs @ 2.76 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 55HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.829 ac Peak Elev=953.16' Storage=7,739 cf 7.31 cfs 1.60 cfs 1.60 cfs 0.00 cfs Pond 2P: BIOFILTRATION BASIN 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 65605550454035302520151050Elevation (feet)957 956 955 954 953 952 951 Exfiltration Orifice/Grate Broad-Crested Rectangular Weir MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 56HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 8,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)957 956 955 954 953 952 951 Custom Stage Data MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Rainfall=4.27" Printed 5/14/2025Prepared by Civil Site Group Page 57HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: BIOFILTRATION BASIN 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 951.00 0.00 0.00 0.00 5.00 0.00 2 951.00 0.00 0.00 0.00 10.00 0.04 77 951.03 0.02 0.02 0.00 15.00 0.26 5,906 952.73 0.30 0.30 0.00 20.00 0.04 5,102 952.53 0.08 0.08 0.00 25.00 0.01 4,446 952.36 0.07 0.07 0.00 30.00 0.00 3,265 952.04 0.07 0.07 0.00 35.00 0.00 2,135 951.70 0.06 0.06 0.00 40.00 0.00 1,082 951.37 0.06 0.06 0.00 45.00 0.00 118 951.04 0.04 0.04 0.00 50.00 0.00 1 951.00 0.00 0.00 0.00 55.00 0.00 0 951.00 0.00 0.00 0.00 60.00 0.00 0 951.00 0.00 0.00 0.00 65.00 0.00 0 951.00 0.00 0.00 0.00 70.00 0.00 0 951.00 0.00 0.00 0.00 75.00 0.00 0 951.00 0.00 0.00 0.00 80.00 0.00 0 951.00 0.00 0.00 0.00 85.00 0.00 0 951.00 0.00 0.00 0.00 90.00 0.00 0 951.00 0.00 0.00 0.00 95.00 0.00 0 951.00 0.00 0.00 0.00 100.00 0.00 0 951.00 0.00 0.00 0.00 105.00 0.00 0 951.00 0.00 0.00 0.00 110.00 0.00 0 951.00 0.00 0.00 0.00 115.00 0.00 0 951.00 0.00 0.00 0.00 120.00 0.00 0 951.00 0.00 0.00 0.00 125.00 0.00 0 951.00 0.00 0.00 0.00 130.00 0.00 0 951.00 0.00 0.00 0.00 135.00 0.00 0 951.00 0.00 0.00 0.00 140.00 0.00 0 951.00 0.00 0.00 0.00 145.00 0.00 0 951.00 0.00 0.00 0.00 150.00 0.00 0 951.00 0.00 0.00 0.00 155.00 0.00 0 951.00 0.00 0.00 0.00 160.00 0.00 0 951.00 0.00 0.00 0.00 165.00 0.00 0 951.00 0.00 0.00 0.00 170.00 0.00 0 951.00 0.00 0.00 0.00 175.00 0.00 0 951.00 0.00 0.00 0.00 180.00 0.00 0 951.00 0.00 0.00 0.00 185.00 0.00 0 951.00 0.00 0.00 0.00 190.00 0.00 0 951.00 0.00 0.00 0.00 195.00 0.00 0 951.00 0.00 0.00 0.00 200.00 0.00 0 951.00 0.00 0.00 0.00 205.00 0.00 0 951.00 0.00 0.00 0.00 210.00 0.00 0 951.00 0.00 0.00 0.00 215.00 0.00 0 951.00 0.00 0.00 0.00 220.00 0.00 0 951.00 0.00 0.00 0.00 225.00 0.00 0 951.00 0.00 0.00 0.00 230.00 0.00 0 951.00 0.00 0.00 0.00 235.00 0.00 0 951.00 0.00 0.00 0.00 240.00 0.00 0 951.00 0.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 58HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=11,039 sf 2.74% Impervious Runoff Depth=5.58"Subcatchment PR1A: TO WETLAND Tc=6.0 min CN=WQ Runoff=2.32 cfs 0.118 af Runoff Area=52,918 sf 0.89% Impervious Runoff Depth=5.54"Subcatchment PR1B: TO CREEK Flow Length=293' Tc=11.5 min CN=WQ Runoff=8.65 cfs 0.561 af Runoff Area=66,320 sf 17.47% Impervious Runoff Depth=5.44"Subcatchment PR1C: SITE Tc=6.0 min CN=WQ Runoff=13.48 cfs 0.690 af Runoff Area=13,349 sf 0.00% Impervious Runoff Depth=5.07"Subcatchment PR1D: SITE Tc=6.0 min CN=80 Runoff=2.61 cfs 0.130 af Runoff Area=9,022 sf 0.00% Impervious Runoff Depth=5.53"Subcatchment PR2: TO WESTERN Tc=6.0 min CN=84 Runoff=1.89 cfs 0.095 af Runoff Area=6,198 sf 57.15% Impervious Runoff Depth=6.27"Subcatchment PR3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=1.37 cfs 0.074 af Inflow=2.32 cfs 0.118 afReach 1R: EX WETLAND Outflow=2.32 cfs 0.118 af Inflow=14.26 cfs 1.499 afReach 2R: RILEY CREEK Outflow=14.26 cfs 1.499 af Peak Elev=960.68' Storage=7,103 cf Inflow=13.48 cfs 0.690 afPond 1P: WATER REUSE STORAGE 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' Outflow=12.98 cfs 0.690 af Peak Elev=954.48' Storage=14,326 cf Inflow=15.49 cfs 0.820 afPond 2P: BIOFILTRATION BASIN 1 Primary=4.70 cfs 0.820 af Secondary=0.00 cfs 0.000 af Outflow=4.70 cfs 0.820 af Total Runoff Area = 3.647 ac Runoff Volume = 1.669 af Average Runoff Depth = 5.49" 89.99% Pervious = 3.282 ac 10.01% Impervious = 0.365 ac MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 59HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: TO WETLAND Runoff = 2.32 cfs @ 12.08 hrs, Volume= 0.118 af, Depth= 5.58" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description * 10,736 84 PERVIOUS 303 98 Unconnected roofs, HSG D 11,039 Weighted Average 10,736 97.26% Pervious Area 303 2.74% Impervious Area 303 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=11,039 sf Runoff Volume=0.118 af Runoff Depth=5.58" Tc=6.0 min CN=WQ 2.32 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 60HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.03 15.00 6.96 5.11 0.08 20.00 7.29 5.41 0.01 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 61HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: TO CREEK Runoff = 8.65 cfs @ 12.15 hrs, Volume= 0.561 af, Depth= 5.54" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 469 98 Unconnected pavement, HSG D * 52,449 84 PERVIOUS 52,918 Weighted Average 52,449 99.11% Pervious Area 469 0.89% Impervious Area 469 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 100 0.0710 0.19 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.5 193 0.0660 1.28 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 11.5 293 Total Subcatchment PR1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=52,918 sf Runoff Volume=0.561 af Runoff Depth=5.54" Flow Length=293' Tc=11.5 min CN=WQ 8.65 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 62HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.12 15.00 6.96 5.11 0.39 20.00 7.29 5.41 0.04 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 63HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: SITE Runoff = 13.48 cfs @ 12.08 hrs, Volume= 0.690 af, Depth= 5.44" Routed to Pond 1P : WATER REUSE STORAGE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 54,737 80 >75% Grass cover, Good, HSG D 11,583 98 Paved parking, HSG D 66,320 Weighted Average 54,737 82.53% Pervious Area 11,583 17.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1C: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=66,320 sf Runoff Volume=0.690 af Runoff Depth=5.44" Tc=6.0 min CN=WQ 13.48 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 64HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1C: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.06 0.16 15.00 6.96 4.99 0.49 20.00 7.29 5.30 0.04 25.00 7.41 5.42 0.00 30.00 7.41 5.42 0.00 35.00 7.41 5.42 0.00 40.00 7.41 5.42 0.00 45.00 7.41 5.42 0.00 50.00 7.41 5.42 0.00 55.00 7.41 5.42 0.00 60.00 7.41 5.42 0.00 65.00 7.41 5.42 0.00 70.00 7.41 5.42 0.00 75.00 7.41 5.42 0.00 80.00 7.41 5.42 0.00 85.00 7.41 5.42 0.00 90.00 7.41 5.42 0.00 95.00 7.41 5.42 0.00 100.00 7.41 5.42 0.00 105.00 7.41 5.42 0.00 110.00 7.41 5.42 0.00 115.00 7.41 5.42 0.00 120.00 7.41 5.42 0.00 125.00 7.41 5.42 0.00 130.00 7.41 5.42 0.00 135.00 7.41 5.42 0.00 140.00 7.41 5.42 0.00 145.00 7.41 5.42 0.00 150.00 7.41 5.42 0.00 155.00 7.41 5.42 0.00 160.00 7.41 5.42 0.00 165.00 7.41 5.42 0.00 170.00 7.41 5.42 0.00 175.00 7.41 5.42 0.00 180.00 7.41 5.42 0.00 185.00 7.41 5.42 0.00 190.00 7.41 5.42 0.00 195.00 7.41 5.42 0.00 200.00 7.41 5.42 0.00 205.00 7.41 5.42 0.00 210.00 7.41 5.42 0.00 215.00 7.41 5.42 0.00 220.00 7.41 5.42 0.00 225.00 7.41 5.42 0.00 230.00 7.41 5.42 0.00 235.00 7.41 5.42 0.00 240.00 7.41 5.42 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 65HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1D: SITE Runoff = 2.61 cfs @ 12.08 hrs, Volume= 0.130 af, Depth= 5.07" Routed to Pond 2P : BIOFILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 13,349 80 >75% Grass cover, Good, HSG D 13,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1D: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=13,349 sf Runoff Volume=0.130 af Runoff Depth=5.07" Tc=6.0 min CN=80 2.61 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 66HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1D: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.03 0.02 15.00 6.96 4.66 0.10 20.00 7.29 4.96 0.01 25.00 7.41 5.07 0.00 30.00 7.41 5.07 0.00 35.00 7.41 5.07 0.00 40.00 7.41 5.07 0.00 45.00 7.41 5.07 0.00 50.00 7.41 5.07 0.00 55.00 7.41 5.07 0.00 60.00 7.41 5.07 0.00 65.00 7.41 5.07 0.00 70.00 7.41 5.07 0.00 75.00 7.41 5.07 0.00 80.00 7.41 5.07 0.00 85.00 7.41 5.07 0.00 90.00 7.41 5.07 0.00 95.00 7.41 5.07 0.00 100.00 7.41 5.07 0.00 105.00 7.41 5.07 0.00 110.00 7.41 5.07 0.00 115.00 7.41 5.07 0.00 120.00 7.41 5.07 0.00 125.00 7.41 5.07 0.00 130.00 7.41 5.07 0.00 135.00 7.41 5.07 0.00 140.00 7.41 5.07 0.00 145.00 7.41 5.07 0.00 150.00 7.41 5.07 0.00 155.00 7.41 5.07 0.00 160.00 7.41 5.07 0.00 165.00 7.41 5.07 0.00 170.00 7.41 5.07 0.00 175.00 7.41 5.07 0.00 180.00 7.41 5.07 0.00 185.00 7.41 5.07 0.00 190.00 7.41 5.07 0.00 195.00 7.41 5.07 0.00 200.00 7.41 5.07 0.00 205.00 7.41 5.07 0.00 210.00 7.41 5.07 0.00 215.00 7.41 5.07 0.00 220.00 7.41 5.07 0.00 225.00 7.41 5.07 0.00 230.00 7.41 5.07 0.00 235.00 7.41 5.07 0.00 240.00 7.41 5.07 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 67HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: TO WESTERN PROPERTY Runoff = 1.89 cfs @ 12.08 hrs, Volume= 0.095 af, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 9,022 84 50-75% Grass cover, Fair, HSG D 9,022 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=9,022 sf Runoff Volume=0.095 af Runoff Depth=5.53" Tc=6.0 min CN=84 1.89 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 68HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.07 0.02 15.00 6.96 5.11 0.07 20.00 7.29 5.41 0.01 25.00 7.41 5.53 0.00 30.00 7.41 5.53 0.00 35.00 7.41 5.53 0.00 40.00 7.41 5.53 0.00 45.00 7.41 5.53 0.00 50.00 7.41 5.53 0.00 55.00 7.41 5.53 0.00 60.00 7.41 5.53 0.00 65.00 7.41 5.53 0.00 70.00 7.41 5.53 0.00 75.00 7.41 5.53 0.00 80.00 7.41 5.53 0.00 85.00 7.41 5.53 0.00 90.00 7.41 5.53 0.00 95.00 7.41 5.53 0.00 100.00 7.41 5.53 0.00 105.00 7.41 5.53 0.00 110.00 7.41 5.53 0.00 115.00 7.41 5.53 0.00 120.00 7.41 5.53 0.00 125.00 7.41 5.53 0.00 130.00 7.41 5.53 0.00 135.00 7.41 5.53 0.00 140.00 7.41 5.53 0.00 145.00 7.41 5.53 0.00 150.00 7.41 5.53 0.00 155.00 7.41 5.53 0.00 160.00 7.41 5.53 0.00 165.00 7.41 5.53 0.00 170.00 7.41 5.53 0.00 175.00 7.41 5.53 0.00 180.00 7.41 5.53 0.00 185.00 7.41 5.53 0.00 190.00 7.41 5.53 0.00 195.00 7.41 5.53 0.00 200.00 7.41 5.53 0.00 205.00 7.41 5.53 0.00 210.00 7.41 5.53 0.00 215.00 7.41 5.53 0.00 220.00 7.41 5.53 0.00 225.00 7.41 5.53 0.00 230.00 7.41 5.53 0.00 235.00 7.41 5.53 0.00 240.00 7.41 5.53 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 69HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: TO W 78TH ST Runoff = 1.37 cfs @ 12.08 hrs, Volume= 0.074 af, Depth= 6.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Area (sf) CN Description 2,656 80 >75% Grass cover, Good, HSG D 3,542 98 Paved parking, HSG D 6,198 Weighted Average 2,656 42.85% Pervious Area 3,542 57.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Runoff Area=6,198 sf Runoff Volume=0.074 af Runoff Depth=6.27" Tc=6.0 min CN=WQ 1.37 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 70HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.15 0.00 0.00 10.00 0.79 0.19 0.03 15.00 6.96 5.79 0.05 20.00 7.29 6.10 0.00 25.00 7.41 6.23 0.00 30.00 7.41 6.23 0.00 35.00 7.41 6.23 0.00 40.00 7.41 6.23 0.00 45.00 7.41 6.23 0.00 50.00 7.41 6.23 0.00 55.00 7.41 6.23 0.00 60.00 7.41 6.23 0.00 65.00 7.41 6.23 0.00 70.00 7.41 6.23 0.00 75.00 7.41 6.23 0.00 80.00 7.41 6.23 0.00 85.00 7.41 6.23 0.00 90.00 7.41 6.23 0.00 95.00 7.41 6.23 0.00 100.00 7.41 6.23 0.00 105.00 7.41 6.23 0.00 110.00 7.41 6.23 0.00 115.00 7.41 6.23 0.00 120.00 7.41 6.23 0.00 125.00 7.41 6.23 0.00 130.00 7.41 6.23 0.00 135.00 7.41 6.23 0.00 140.00 7.41 6.23 0.00 145.00 7.41 6.23 0.00 150.00 7.41 6.23 0.00 155.00 7.41 6.23 0.00 160.00 7.41 6.23 0.00 165.00 7.41 6.23 0.00 170.00 7.41 6.23 0.00 175.00 7.41 6.23 0.00 180.00 7.41 6.23 0.00 185.00 7.41 6.23 0.00 190.00 7.41 6.23 0.00 195.00 7.41 6.23 0.00 200.00 7.41 6.23 0.00 205.00 7.41 6.23 0.00 210.00 7.41 6.23 0.00 215.00 7.41 6.23 0.00 220.00 7.41 6.23 0.00 225.00 7.41 6.23 0.00 230.00 7.41 6.23 0.00 235.00 7.41 6.23 0.00 240.00 7.41 6.23 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 71HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.253 ac, 2.74% Impervious, Inflow Depth = 5.58" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 2.32 cfs @ 12.08 hrs, Volume= 0.118 af Outflow = 2.32 cfs @ 12.08 hrs, Volume= 0.118 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.253 ac 2.32 cfs 2.32 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 72HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.03 0.03 15.00 0.08 0.08 20.00 0.01 0.01 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 73HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.297 ac, 8.60% Impervious, Inflow Depth = 5.46" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 14.26 cfs @ 12.15 hrs, Volume= 1.499 af Outflow = 14.26 cfs @ 12.15 hrs, Volume= 1.499 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.297 ac 14.26 cfs 14.26 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 74HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.20 0.20 15.00 1.10 1.10 20.00 0.13 0.13 25.00 0.07 0.07 30.00 0.07 0.07 35.00 0.06 0.06 40.00 0.06 0.06 45.00 0.05 0.05 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.00 0.00 95.00 0.00 0.00 100.00 0.00 0.00 105.00 0.00 0.00 110.00 0.00 0.00 115.00 0.00 0.00 120.00 0.00 0.00 125.00 0.00 0.00 130.00 0.00 0.00 135.00 0.00 0.00 140.00 0.00 0.00 145.00 0.00 0.00 150.00 0.00 0.00 155.00 0.00 0.00 160.00 0.00 0.00 165.00 0.00 0.00 170.00 0.00 0.00 175.00 0.00 0.00 180.00 0.00 0.00 185.00 0.00 0.00 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 75HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: WATER REUSE STORAGE Inflow Area = 1.522 ac, 17.47% Impervious, Inflow Depth = 5.44" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 13.48 cfs @ 12.08 hrs, Volume= 0.690 af Outflow = 12.98 cfs @ 12.10 hrs, Volume= 0.690 af, Atten= 4%, Lag= 1.1 min Primary = 12.98 cfs @ 12.10 hrs, Volume= 0.690 af Routed to Pond 2P : BIOFILTRATION BASIN 1 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Automatic Starting Elev= 958.95' Surf.Area= 2,354 sf Storage= 5,030 cf Peak Elev= 960.68' @ 12.10 hrs Surf.Area= 2,354 sf Storage= 7,103 cf (2,072 cf above start) Plug-Flow detention time= 74.4 min calculated for 0.575 af (83% of inflow) Center-of-Mass det. time= 11.0 min ( 776.2 - 765.2 ) Volume Invert Avail.Storage Storage Description #1A 954.80' 0 cf 32.25'W x 73.00'L x 6.50'H Field A 15,303 cf Overall - 7,139 cf Embedded = 8,163 cf x 0.0% Voids #2A 955.30' 7,139 cf CMP Round 66 x 12 Inside #1 Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 12 Chambers in 4 Rows 30.25' Header x 23.76 sf x 2 = 1,437.4 cf Inside 7,139 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 958.95'24.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.95' / 957.95' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=12.94 cfs @ 12.10 hrs HW=960.68' (Free Discharge) 1=Culvert (Inlet Controls 12.94 cfs @ 4.48 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 76HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE - Chamber Wizard Field A Chamber Model = CMP Round 66 (Round Corrugated Metal Pipe) Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 66.0" Wide + 33.0" Spacing = 99.0" C-C Row Spacing 3 Chambers/Row x 20.00' Long +5.50' Header x 2 = 71.00' Row Length +12.0" End Stone x 2 = 73.00' Base Length 4 Rows x 66.0" Wide + 33.0" Spacing x 3 + 12.0" Side Stone x 2 = 32.25' Base Width 6.0" Stone Base + 66.0" Chamber Height + 6.0" Stone Cover = 6.50' Field Height 12 Chambers x 475.2 cf + 30.25' Header x 23.76 sf x 2 = 7,139.4 cf Chamber Storage 15,302.6 cf Field - 7,139.4 cf Chambers = 8,163.3 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,139.4 cf = 0.164 af Overall Storage Efficiency = 46.7% Overall System Size = 73.00' x 32.25' x 6.50' 12 Chambers 566.8 cy Field 302.3 cy Stone MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 77HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.522 ac Peak Elev=960.68' Storage=7,103 cf 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' 13.48 cfs 12.98 cfs Pond 1P: WATER REUSE STORAGE Primary Stage-Discharge Discharge (cfs) 1614121086420Elevation (feet)961 960 959 958 957 956 955 Culvert MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 78HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000Elevation (feet)961 960 959 958 957 956 955 Starting Elevation Field A CMP Round 66 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 79HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: WATER REUSE STORAGE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 5,030 958.95 0.00 5.00 0.00 5,058 958.97 0.00 10.00 0.16 5,254 959.09 0.13 15.00 0.49 5,460 959.23 0.49 20.00 0.04 5,161 959.03 0.05 25.00 0.00 5,089 958.99 0.01 30.00 0.00 5,044 958.96 0.00 35.00 0.00 5,037 958.95 0.00 40.00 0.00 5,034 958.95 0.00 45.00 0.00 5,032 958.95 0.00 50.00 0.00 5,031 958.95 0.00 55.00 0.00 5,031 958.95 0.00 60.00 0.00 5,030 958.95 0.00 65.00 0.00 5,030 958.95 0.00 70.00 0.00 5,030 958.95 0.00 75.00 0.00 5,030 958.95 0.00 80.00 0.00 5,030 958.95 0.00 85.00 0.00 5,030 958.95 0.00 90.00 0.00 5,030 958.95 0.00 95.00 0.00 5,030 958.95 0.00 100.00 0.00 5,030 958.95 0.00 105.00 0.00 5,030 958.95 0.00 110.00 0.00 5,030 958.95 0.00 115.00 0.00 5,030 958.95 0.00 120.00 0.00 5,030 958.95 0.00 125.00 0.00 5,030 958.95 0.00 130.00 0.00 5,030 958.95 0.00 135.00 0.00 5,030 958.95 0.00 140.00 0.00 5,030 958.95 0.00 145.00 0.00 5,030 958.95 0.00 150.00 0.00 5,030 958.95 0.00 155.00 0.00 5,030 958.95 0.00 160.00 0.00 5,030 958.95 0.00 165.00 0.00 5,030 958.95 0.00 170.00 0.00 5,030 958.95 0.00 175.00 0.00 5,030 958.95 0.00 180.00 0.00 5,030 958.95 0.00 185.00 0.00 5,030 958.95 0.00 190.00 0.00 5,030 958.95 0.00 195.00 0.00 5,030 958.95 0.00 200.00 0.00 5,030 958.95 0.00 205.00 0.00 5,030 958.95 0.00 210.00 0.00 5,030 958.95 0.00 215.00 0.00 5,030 958.95 0.00 220.00 0.00 5,030 958.95 0.00 225.00 0.00 5,030 958.95 0.00 230.00 0.00 5,030 958.95 0.00 235.00 0.00 5,030 958.95 0.00 240.00 0.00 5,030 958.95 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 80HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: BIOFILTRATION BASIN 1 Inflow Area = 1.829 ac, 14.54% Impervious, Inflow Depth = 5.38" for 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 event Inflow = 15.49 cfs @ 12.10 hrs, Volume= 0.820 af Outflow = 4.70 cfs @ 12.36 hrs, Volume= 0.820 af, Atten= 70%, Lag= 15.5 min Primary = 4.70 cfs @ 12.36 hrs, Volume= 0.820 af Routed to Reach 2R : RILEY CREEK Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 954.48' @ 12.36 hrs Surf.Area= 5,583 sf Storage= 14,326 cf Plug-Flow detention time= 223.9 min calculated for 0.820 af (100% of inflow) Center-of-Mass det. time= 223.9 min ( 999.6 - 775.7 ) Volume Invert Avail.Storage Storage Description #1 951.00' 31,458 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 2,774 0 0 952.00 3,507 3,141 3,141 953.00 4,299 3,903 7,044 954.00 5,149 4,724 11,768 955.00 6,060 5,605 17,372 956.00 7,028 6,544 23,916 957.00 8,056 7,542 31,458 Device Routing Invert Outlet Devices #1 Primary 949.00'12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 949.00' / 947.96' S= 0.0116 '/' Cc= 0.900 n= 0.015 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 949.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 951.00'0.800 in/hr Exfiltration over Surface area #4 Device 1 952.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 955.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=4.70 cfs @ 12.36 hrs HW=954.48' (Free Discharge) 1=Culvert (Passes 4.70 cfs of 6.45 cfs potential flow) 2=Orifice/Grate (Passes 0.10 cfs of 2.16 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.10 cfs) 4=Orifice/Grate (Orifice Controls 4.60 cfs @ 5.85 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 81HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.829 ac Peak Elev=954.48' Storage=14,326 cf 15.49 cfs 4.70 cfs 4.70 cfs 0.00 cfs Pond 2P: BIOFILTRATION BASIN 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 65605550454035302520151050Elevation (feet)957 956 955 954 953 952 951 Exfiltration Orifice/Grate Broad-Crested Rectangular Weir MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 82HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 8,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)957 956 955 954 953 952 951 Custom Stage Data MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Rainfall=7.41" Printed 5/14/2025Prepared by Civil Site Group Page 83HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: BIOFILTRATION BASIN 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 951.00 0.00 0.00 0.00 5.00 0.00 5 951.00 0.00 0.00 0.00 10.00 0.15 214 951.08 0.05 0.05 0.00 15.00 0.58 6,481 952.87 0.62 0.62 0.00 20.00 0.05 5,199 952.55 0.09 0.09 0.00 25.00 0.01 4,709 952.43 0.07 0.07 0.00 30.00 0.00 3,514 952.11 0.07 0.07 0.00 35.00 0.00 2,366 951.77 0.06 0.06 0.00 40.00 0.00 1,296 951.44 0.06 0.06 0.00 45.00 0.00 306 951.11 0.05 0.05 0.00 50.00 0.00 2 951.00 0.00 0.00 0.00 55.00 0.00 0 951.00 0.00 0.00 0.00 60.00 0.00 0 951.00 0.00 0.00 0.00 65.00 0.00 0 951.00 0.00 0.00 0.00 70.00 0.00 0 951.00 0.00 0.00 0.00 75.00 0.00 0 951.00 0.00 0.00 0.00 80.00 0.00 0 951.00 0.00 0.00 0.00 85.00 0.00 0 951.00 0.00 0.00 0.00 90.00 0.00 0 951.00 0.00 0.00 0.00 95.00 0.00 0 951.00 0.00 0.00 0.00 100.00 0.00 0 951.00 0.00 0.00 0.00 105.00 0.00 0 951.00 0.00 0.00 0.00 110.00 0.00 0 951.00 0.00 0.00 0.00 115.00 0.00 0 951.00 0.00 0.00 0.00 120.00 0.00 0 951.00 0.00 0.00 0.00 125.00 0.00 0 951.00 0.00 0.00 0.00 130.00 0.00 0 951.00 0.00 0.00 0.00 135.00 0.00 0 951.00 0.00 0.00 0.00 140.00 0.00 0 951.00 0.00 0.00 0.00 145.00 0.00 0 951.00 0.00 0.00 0.00 150.00 0.00 0 951.00 0.00 0.00 0.00 155.00 0.00 0 951.00 0.00 0.00 0.00 160.00 0.00 0 951.00 0.00 0.00 0.00 165.00 0.00 0 951.00 0.00 0.00 0.00 170.00 0.00 0 951.00 0.00 0.00 0.00 175.00 0.00 0 951.00 0.00 0.00 0.00 180.00 0.00 0 951.00 0.00 0.00 0.00 185.00 0.00 0 951.00 0.00 0.00 0.00 190.00 0.00 0 951.00 0.00 0.00 0.00 195.00 0.00 0 951.00 0.00 0.00 0.00 200.00 0.00 0 951.00 0.00 0.00 0.00 205.00 0.00 0 951.00 0.00 0.00 0.00 210.00 0.00 0 951.00 0.00 0.00 0.00 215.00 0.00 0 951.00 0.00 0.00 0.00 220.00 0.00 0 951.00 0.00 0.00 0.00 225.00 0.00 0 951.00 0.00 0.00 0.00 230.00 0.00 0 951.00 0.00 0.00 0.00 235.00 0.00 0 951.00 0.00 0.00 0.00 240.00 0.00 0 951.00 0.00 0.00 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 84HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=11,039 sf 2.74% Impervious Runoff Depth>5.37"Subcatchment PR1A: TO WETLAND Tc=6.0 min CN=WQ Runoff=0.04 cfs 0.113 af Runoff Area=52,918 sf 0.89% Impervious Runoff Depth>5.34"Subcatchment PR1B: TO CREEK Flow Length=293' Tc=11.5 min CN=WQ Runoff=0.20 cfs 0.541 af Runoff Area=66,320 sf 17.47% Impervious Runoff Depth>5.24"Subcatchment PR1C: SITE Tc=6.0 min CN=WQ Runoff=0.25 cfs 0.665 af Runoff Area=13,349 sf 0.00% Impervious Runoff Depth>4.88"Subcatchment PR1D: SITE Tc=6.0 min CN=80 Runoff=0.05 cfs 0.125 af Runoff Area=9,022 sf 0.00% Impervious Runoff Depth>5.33"Subcatchment PR2: TO WESTERN Tc=6.0 min CN=84 Runoff=0.03 cfs 0.092 af Runoff Area=6,198 sf 57.15% Impervious Runoff Depth>6.07"Subcatchment PR3: TO W 78TH ST Tc=6.0 min CN=WQ Runoff=0.03 cfs 0.072 af Inflow=0.04 cfs 0.113 afReach 1R: EX WETLAND Outflow=0.04 cfs 0.113 af Inflow=0.31 cfs 1.441 afReach 2R: RILEY CREEK Outflow=0.31 cfs 1.441 af Peak Elev=959.15' Storage=5,334 cf Inflow=0.25 cfs 0.665 afPond 1P: WATER REUSE STORAGE 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' Outflow=0.24 cfs 0.663 af Peak Elev=952.63' Storage=5,512 cf Inflow=0.29 cfs 0.788 afPond 2P: BIOFILTRATION BASIN 1 Primary=0.15 cfs 0.786 af Secondary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.786 af Total Runoff Area = 3.647 ac Runoff Volume = 1.608 af Average Runoff Depth = 5.29" 89.99% Pervious = 3.282 ac 10.01% Impervious = 0.365 ac MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 85HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: TO WETLAND Runoff = 0.04 cfs @ 121.26 hrs, Volume= 0.113 af, Depth> 5.37" Routed to Reach 1R : EX WETLAND Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description * 10,736 84 PERVIOUS 303 98 Unconnected roofs, HSG D 11,039 Weighted Average 10,736 97.26% Pervious Area 303 2.74% Impervious Area 303 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1A: TO WETLAND Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=11,039 sf Runoff Volume=0.113 af Runoff Depth>5.37" Tc=6.0 min CN=WQ 0.04 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 86HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1A: TO WETLAND Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.06 0.00 50.00 0.86 0.10 0.00 55.00 0.97 0.14 0.00 60.00 1.08 0.19 0.00 65.00 1.19 0.24 0.00 70.00 1.31 0.31 0.00 75.00 1.44 0.38 0.00 80.00 1.57 0.46 0.00 85.00 1.71 0.54 0.00 90.00 1.86 0.65 0.01 95.00 2.03 0.76 0.01 100.00 2.20 0.89 0.01 105.00 2.40 1.04 0.01 110.00 2.65 1.23 0.01 115.00 2.94 1.46 0.01 120.00 3.53 1.96 0.04 125.00 4.27 2.61 0.02 130.00 4.62 2.93 0.01 135.00 4.87 3.15 0.01 140.00 5.06 3.33 0.01 145.00 5.23 3.48 0.01 150.00 5.39 3.63 0.01 155.00 5.53 3.76 0.01 160.00 5.67 3.89 0.01 165.00 5.80 4.01 0.01 170.00 5.92 4.12 0.01 175.00 6.03 4.23 0.01 180.00 6.14 4.33 0.01 185.00 6.25 4.43 0.01 190.00 6.36 4.53 0.00 195.00 6.46 4.63 0.00 200.00 6.55 4.72 0.00 205.00 6.65 4.81 0.00 210.00 6.74 4.89 0.00 215.00 6.82 4.97 0.00 220.00 6.91 5.05 0.00 225.00 6.98 5.13 0.00 230.00 7.06 5.20 0.00 235.00 7.13 5.27 0.00 240.00 7.20 5.33 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 87HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: TO CREEK Runoff = 0.20 cfs @ 121.30 hrs, Volume= 0.541 af, Depth> 5.34" Routed to Reach 2R : RILEY CREEK Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 469 98 Unconnected pavement, HSG D * 52,449 84 PERVIOUS 52,918 Weighted Average 52,449 99.11% Pervious Area 469 0.89% Impervious Area 469 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 100 0.0710 0.19 Sheet Flow, SF Grass: Dense n= 0.240 P2= 2.94" 2.5 193 0.0660 1.28 Shallow Concentrated Flow, SCF Woodland Kv= 5.0 fps 11.5 293 Total Subcatchment PR1B: TO CREEK Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=52,918 sf Runoff Volume=0.541 af Runoff Depth>5.34" Flow Length=293' Tc=11.5 min CN=WQ 0.20 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 88HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1B: TO CREEK Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.01 45.00 0.76 0.06 0.01 50.00 0.86 0.10 0.01 55.00 0.97 0.14 0.01 60.00 1.08 0.19 0.01 65.00 1.19 0.24 0.01 70.00 1.31 0.31 0.02 75.00 1.44 0.38 0.02 80.00 1.57 0.46 0.02 85.00 1.71 0.54 0.02 90.00 1.86 0.65 0.03 95.00 2.03 0.76 0.03 100.00 2.20 0.89 0.03 105.00 2.40 1.04 0.04 110.00 2.65 1.23 0.05 115.00 2.94 1.46 0.07 120.00 3.53 1.96 0.18 125.00 4.27 2.61 0.11 130.00 4.62 2.93 0.06 135.00 4.87 3.15 0.05 140.00 5.06 3.33 0.04 145.00 5.23 3.48 0.04 150.00 5.39 3.63 0.03 155.00 5.53 3.76 0.03 160.00 5.67 3.89 0.03 165.00 5.80 4.01 0.03 170.00 5.92 4.12 0.03 175.00 6.03 4.23 0.03 180.00 6.14 4.33 0.02 185.00 6.25 4.43 0.02 190.00 6.36 4.53 0.02 195.00 6.46 4.63 0.02 200.00 6.55 4.72 0.02 205.00 6.65 4.81 0.02 210.00 6.74 4.89 0.02 215.00 6.82 4.97 0.02 220.00 6.91 5.05 0.02 225.00 6.98 5.13 0.02 230.00 7.06 5.20 0.02 235.00 7.13 5.27 0.02 240.00 7.20 5.33 0.01 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 89HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1C: SITE Runoff = 0.25 cfs @ 121.26 hrs, Volume= 0.665 af, Depth> 5.24" Routed to Pond 1P : WATER REUSE STORAGE Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 54,737 80 >75% Grass cover, Good, HSG D 11,583 98 Paved parking, HSG D 66,320 Weighted Average 54,737 82.53% Pervious Area 11,583 17.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1C: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=66,320 sf Runoff Volume=0.665 af Runoff Depth>5.24" Tc=6.0 min CN=WQ 0.25 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 90HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1C: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.01 0.01 40.00 0.66 0.03 0.01 45.00 0.76 0.05 0.01 50.00 0.86 0.08 0.01 55.00 0.97 0.12 0.01 60.00 1.08 0.17 0.02 65.00 1.19 0.22 0.02 70.00 1.31 0.28 0.02 75.00 1.44 0.34 0.02 80.00 1.57 0.42 0.02 85.00 1.71 0.50 0.03 90.00 1.86 0.60 0.03 95.00 2.03 0.71 0.04 100.00 2.20 0.83 0.04 105.00 2.40 0.98 0.05 110.00 2.65 1.17 0.06 115.00 2.94 1.40 0.08 120.00 3.53 1.88 0.22 125.00 4.27 2.52 0.13 130.00 4.62 2.83 0.08 135.00 4.87 3.05 0.06 140.00 5.06 3.23 0.05 145.00 5.23 3.38 0.04 150.00 5.39 3.53 0.04 155.00 5.53 3.66 0.04 160.00 5.67 3.79 0.04 165.00 5.80 3.91 0.04 170.00 5.92 4.02 0.03 175.00 6.03 4.12 0.03 180.00 6.14 4.23 0.03 185.00 6.25 4.33 0.03 190.00 6.36 4.42 0.03 195.00 6.46 4.52 0.03 200.00 6.55 4.61 0.03 205.00 6.65 4.70 0.03 210.00 6.74 4.78 0.03 215.00 6.82 4.86 0.02 220.00 6.91 4.94 0.02 225.00 6.98 5.01 0.02 230.00 7.06 5.09 0.02 235.00 7.13 5.15 0.02 240.00 7.20 5.22 0.02 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 91HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1D: SITE Runoff = 0.05 cfs @ 121.26 hrs, Volume= 0.125 af, Depth> 4.88" Routed to Pond 2P : BIOFILTRATION BASIN 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 13,349 80 >75% Grass cover, Good, HSG D 13,349 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1D: SITE Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=13,349 sf Runoff Volume=0.125 af Runoff Depth>4.88" Tc=6.0 min CN=80 0.05 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 92HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR1D: SITE Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.00 0.00 40.00 0.66 0.01 0.00 45.00 0.76 0.02 0.00 50.00 0.86 0.05 0.00 55.00 0.97 0.07 0.00 60.00 1.08 0.11 0.00 65.00 1.19 0.15 0.00 70.00 1.31 0.20 0.00 75.00 1.44 0.26 0.00 80.00 1.57 0.32 0.00 85.00 1.71 0.39 0.00 90.00 1.86 0.48 0.01 95.00 2.03 0.58 0.01 100.00 2.20 0.69 0.01 105.00 2.40 0.82 0.01 110.00 2.65 0.99 0.01 115.00 2.94 1.20 0.02 120.00 3.53 1.66 0.04 125.00 4.27 2.26 0.03 130.00 4.62 2.57 0.02 135.00 4.87 2.78 0.01 140.00 5.06 2.95 0.01 145.00 5.23 3.10 0.01 150.00 5.39 3.23 0.01 155.00 5.53 3.36 0.01 160.00 5.67 3.49 0.01 165.00 5.80 3.60 0.01 170.00 5.92 3.71 0.01 175.00 6.03 3.81 0.01 180.00 6.14 3.91 0.01 185.00 6.25 4.01 0.01 190.00 6.36 4.10 0.01 195.00 6.46 4.20 0.01 200.00 6.55 4.28 0.01 205.00 6.65 4.37 0.01 210.00 6.74 4.45 0.00 215.00 6.82 4.53 0.00 220.00 6.91 4.61 0.00 225.00 6.98 4.68 0.00 230.00 7.06 4.75 0.00 235.00 7.13 4.82 0.00 240.00 7.20 4.88 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 93HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: TO WESTERN PROPERTY Runoff = 0.03 cfs @ 121.26 hrs, Volume= 0.092 af, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 9,022 84 50-75% Grass cover, Fair, HSG D 9,022 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: TO WESTERN PROPERTY Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=9,022 sf Runoff Volume=0.092 af Runoff Depth>5.33" Tc=6.0 min CN=84 0.03 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 94HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR2: TO WESTERN PROPERTY Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.00 0.00 30.00 0.46 0.00 0.00 35.00 0.56 0.02 0.00 40.00 0.66 0.04 0.00 45.00 0.76 0.06 0.00 50.00 0.86 0.10 0.00 55.00 0.97 0.14 0.00 60.00 1.08 0.19 0.00 65.00 1.19 0.24 0.00 70.00 1.31 0.31 0.00 75.00 1.44 0.38 0.00 80.00 1.57 0.46 0.00 85.00 1.71 0.54 0.00 90.00 1.86 0.65 0.00 95.00 2.03 0.76 0.01 100.00 2.20 0.89 0.01 105.00 2.40 1.04 0.01 110.00 2.65 1.23 0.01 115.00 2.94 1.46 0.01 120.00 3.53 1.96 0.03 125.00 4.27 2.61 0.02 130.00 4.62 2.93 0.01 135.00 4.87 3.15 0.01 140.00 5.06 3.33 0.01 145.00 5.23 3.48 0.01 150.00 5.39 3.63 0.01 155.00 5.53 3.76 0.01 160.00 5.67 3.89 0.01 165.00 5.80 4.01 0.00 170.00 5.92 4.12 0.00 175.00 6.03 4.23 0.00 180.00 6.14 4.33 0.00 185.00 6.25 4.43 0.00 190.00 6.36 4.53 0.00 195.00 6.46 4.63 0.00 200.00 6.55 4.72 0.00 205.00 6.65 4.81 0.00 210.00 6.74 4.89 0.00 215.00 6.82 4.97 0.00 220.00 6.91 5.05 0.00 225.00 6.98 5.13 0.00 230.00 7.06 5.20 0.00 235.00 7.13 5.27 0.00 240.00 7.20 5.33 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 95HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: TO W 78TH ST Runoff = 0.03 cfs @ 121.26 hrs, Volume= 0.072 af, Depth> 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Area (sf) CN Description 2,656 80 >75% Grass cover, Good, HSG D 3,542 98 Paved parking, HSG D 6,198 Weighted Average 2,656 42.85% Pervious Area 3,542 57.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR3: TO W 78TH ST Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20" Runoff Area=6,198 sf Runoff Volume=0.072 af Runoff Depth>6.07" Tc=6.0 min CN=WQ 0.03 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 96HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Subcatchment PR3: TO W 78TH ST Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 5.00 0.04 0.00 0.00 10.00 0.12 0.00 0.00 15.00 0.20 0.00 0.00 20.00 0.28 0.00 0.00 25.00 0.37 0.02 0.00 30.00 0.46 0.04 0.00 35.00 0.56 0.08 0.00 40.00 0.66 0.12 0.00 45.00 0.76 0.17 0.00 50.00 0.86 0.23 0.00 55.00 0.97 0.30 0.00 60.00 1.08 0.37 0.00 65.00 1.19 0.45 0.00 70.00 1.31 0.54 0.00 75.00 1.44 0.63 0.00 80.00 1.57 0.74 0.00 85.00 1.71 0.85 0.00 90.00 1.86 0.98 0.00 95.00 2.03 1.12 0.00 100.00 2.20 1.26 0.00 105.00 2.40 1.44 0.01 110.00 2.65 1.66 0.01 115.00 2.94 1.93 0.01 120.00 3.53 2.47 0.02 125.00 4.27 3.17 0.01 130.00 4.62 3.51 0.01 135.00 4.87 3.75 0.01 140.00 5.06 3.94 0.00 145.00 5.23 4.10 0.00 150.00 5.39 4.25 0.00 155.00 5.53 4.39 0.00 160.00 5.67 4.53 0.00 165.00 5.80 4.65 0.00 170.00 5.92 4.77 0.00 175.00 6.03 4.88 0.00 180.00 6.14 4.99 0.00 185.00 6.25 5.09 0.00 190.00 6.36 5.19 0.00 195.00 6.46 5.29 0.00 200.00 6.55 5.39 0.00 205.00 6.65 5.48 0.00 210.00 6.74 5.57 0.00 215.00 6.82 5.65 0.00 220.00 6.91 5.73 0.00 225.00 6.98 5.81 0.00 230.00 7.06 5.88 0.00 235.00 7.13 5.95 0.00 240.00 7.20 6.02 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 97HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 1R: EX WETLAND [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.253 ac, 2.74% Impervious, Inflow Depth > 5.37" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.04 cfs @ 121.26 hrs, Volume= 0.113 af Outflow = 0.04 cfs @ 121.26 hrs, Volume= 0.113 af, Atten= 0%, Lag= 0.0 min Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 1R: EX WETLAND Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.253 ac 0.04 cfs 0.04 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 98HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: EX WETLAND Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.00 0.00 20.00 0.00 0.00 25.00 0.00 0.00 30.00 0.00 0.00 35.00 0.00 0.00 40.00 0.00 0.00 45.00 0.00 0.00 50.00 0.00 0.00 55.00 0.00 0.00 60.00 0.00 0.00 65.00 0.00 0.00 70.00 0.00 0.00 75.00 0.00 0.00 80.00 0.00 0.00 85.00 0.00 0.00 90.00 0.01 0.01 95.00 0.01 0.01 100.00 0.01 0.01 105.00 0.01 0.01 110.00 0.01 0.01 115.00 0.01 0.01 120.00 0.04 0.04 125.00 0.02 0.02 130.00 0.01 0.01 135.00 0.01 0.01 140.00 0.01 0.01 145.00 0.01 0.01 150.00 0.01 0.01 155.00 0.01 0.01 160.00 0.01 0.01 165.00 0.01 0.01 170.00 0.01 0.01 175.00 0.01 0.01 180.00 0.01 0.01 185.00 0.01 0.01 190.00 0.00 0.00 195.00 0.00 0.00 200.00 0.00 0.00 205.00 0.00 0.00 210.00 0.00 0.00 215.00 0.00 0.00 220.00 0.00 0.00 225.00 0.00 0.00 230.00 0.00 0.00 235.00 0.00 0.00 240.00 0.00 0.00 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 99HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: RILEY CREEK [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.297 ac, 8.60% Impervious, Inflow Depth > 5.24" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.31 cfs @ 121.30 hrs, Volume= 1.441 af Outflow = 0.31 cfs @ 121.30 hrs, Volume= 1.441 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach 2R: RILEY CREEK Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=3.297 ac 0.31 cfs 0.31 cfs MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 100HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: RILEY CREEK Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 5.00 0.00 0.00 10.00 0.00 0.00 15.00 0.00 0.00 20.00 0.00 0.00 25.00 0.00 0.00 30.00 0.01 0.01 35.00 0.01 0.01 40.00 0.01 0.01 45.00 0.02 0.02 50.00 0.02 0.02 55.00 0.03 0.03 60.00 0.03 0.03 65.00 0.04 0.04 70.00 0.04 0.04 75.00 0.05 0.05 80.00 0.05 0.05 85.00 0.06 0.06 90.00 0.07 0.07 95.00 0.08 0.08 100.00 0.08 0.08 105.00 0.10 0.10 110.00 0.11 0.11 115.00 0.14 0.14 120.00 0.29 0.29 125.00 0.28 0.28 130.00 0.18 0.18 135.00 0.14 0.14 140.00 0.12 0.12 145.00 0.11 0.11 150.00 0.11 0.11 155.00 0.11 0.11 160.00 0.10 0.10 165.00 0.10 0.10 170.00 0.10 0.10 175.00 0.09 0.09 180.00 0.09 0.09 185.00 0.09 0.09 190.00 0.09 0.09 195.00 0.08 0.08 200.00 0.08 0.08 205.00 0.06 0.06 210.00 0.05 0.05 215.00 0.05 0.05 220.00 0.05 0.05 225.00 0.05 0.05 230.00 0.05 0.05 235.00 0.04 0.04 240.00 0.04 0.04 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 101HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1P: WATER REUSE STORAGE Inflow Area = 1.522 ac, 17.47% Impervious, Inflow Depth > 5.24" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.25 cfs @ 121.26 hrs, Volume= 0.665 af Outflow = 0.24 cfs @ 121.37 hrs, Volume= 0.663 af, Atten= 1%, Lag= 6.4 min Primary = 0.24 cfs @ 121.37 hrs, Volume= 0.663 af Routed to Pond 2P : BIOFILTRATION BASIN 1 Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Automatic Starting Elev= 958.95' Surf.Area= 2,354 sf Storage= 5,030 cf Peak Elev= 959.15' @ 121.37 hrs Surf.Area= 2,354 sf Storage= 5,334 cf (304 cf above start) Plug-Flow detention time= 1,770.8 min calculated for 0.548 af (82% of inflow) Center-of-Mass det. time= 31.9 min ( 8,179.0 - 8,147.1 ) Volume Invert Avail.Storage Storage Description #1A 954.80' 0 cf 32.25'W x 73.00'L x 6.50'H Field A 15,303 cf Overall - 7,139 cf Embedded = 8,163 cf x 0.0% Voids #2A 955.30' 7,139 cf CMP Round 66 x 12 Inside #1 Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 12 Chambers in 4 Rows 30.25' Header x 23.76 sf x 2 = 1,437.4 cf Inside 7,139 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 958.95'24.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 958.95' / 957.95' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.24 cfs @ 121.37 hrs HW=959.15' (Free Discharge) 1=Culvert (Inlet Controls 0.24 cfs @ 1.51 fps) MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 102HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE - Chamber Wizard Field A Chamber Model = CMP Round 66 (Round Corrugated Metal Pipe) Effective Size= 66.0"W x 66.0"H => 23.76 sf x 20.00'L = 475.2 cf Overall Size= 66.0"W x 66.0"H x 20.00'L 66.0" Wide + 33.0" Spacing = 99.0" C-C Row Spacing 3 Chambers/Row x 20.00' Long +5.50' Header x 2 = 71.00' Row Length +12.0" End Stone x 2 = 73.00' Base Length 4 Rows x 66.0" Wide + 33.0" Spacing x 3 + 12.0" Side Stone x 2 = 32.25' Base Width 6.0" Stone Base + 66.0" Chamber Height + 6.0" Stone Cover = 6.50' Field Height 12 Chambers x 475.2 cf + 30.25' Header x 23.76 sf x 2 = 7,139.4 cf Chamber Storage 15,302.6 cf Field - 7,139.4 cf Chambers = 8,163.3 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 7,139.4 cf = 0.164 af Overall Storage Efficiency = 46.7% Overall System Size = 73.00' x 32.25' x 6.50' 12 Chambers 566.8 cy Field 302.3 cy Stone MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 103HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.522 ac Peak Elev=959.15' Storage=5,334 cf 24.0" Round Culvert n=0.013 L=50.0' S=0.0200 '/' 0.25 cfs 0.24 cfs Pond 1P: WATER REUSE STORAGE Primary Stage-Discharge Discharge (cfs) 1614121086420Elevation (feet)961 960 959 958 957 956 955 Culvert MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 104HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 1P: WATER REUSE STORAGE Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000Elevation (feet)961 960 959 958 957 956 955 Starting Elevation Field A CMP Round 66 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 105HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: WATER REUSE STORAGE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 5,030 958.95 0.00 5.00 0.00 5,030 958.95 0.00 10.00 0.00 5,045 958.96 0.00 15.00 0.00 5,057 958.97 0.00 20.00 0.00 5,062 958.97 0.00 25.00 0.00 5,064 958.97 0.00 30.00 0.00 5,066 958.97 0.00 35.00 0.01 5,071 958.98 0.01 40.00 0.01 5,082 958.98 0.01 45.00 0.01 5,088 958.99 0.01 50.00 0.01 5,093 958.99 0.01 55.00 0.01 5,097 958.99 0.01 60.00 0.02 5,101 959.00 0.02 65.00 0.02 5,106 959.00 0.02 70.00 0.02 5,111 959.00 0.02 75.00 0.02 5,115 959.00 0.02 80.00 0.02 5,121 959.01 0.02 85.00 0.03 5,128 959.01 0.03 90.00 0.03 5,137 959.02 0.03 95.00 0.04 5,146 959.02 0.04 100.00 0.04 5,150 959.03 0.04 105.00 0.05 5,166 959.04 0.05 110.00 0.06 5,179 959.05 0.06 115.00 0.08 5,200 959.06 0.08 120.00 0.22 5,317 959.14 0.22 125.00 0.13 5,256 959.10 0.13 130.00 0.08 5,199 959.06 0.08 135.00 0.06 5,179 959.05 0.06 140.00 0.05 5,168 959.04 0.05 145.00 0.04 5,160 959.03 0.04 150.00 0.04 5,156 959.03 0.04 155.00 0.04 5,153 959.03 0.04 160.00 0.04 5,149 959.03 0.04 165.00 0.04 5,146 959.02 0.04 170.00 0.03 5,141 959.02 0.03 175.00 0.03 5,138 959.02 0.03 180.00 0.03 5,136 959.02 0.03 185.00 0.03 5,135 959.02 0.03 190.00 0.03 5,133 959.02 0.03 195.00 0.03 5,130 959.01 0.03 200.00 0.03 5,128 959.01 0.03 205.00 0.03 5,125 959.01 0.03 210.00 0.03 5,123 959.01 0.03 215.00 0.02 5,121 959.01 0.02 220.00 0.02 5,119 959.01 0.02 225.00 0.02 5,117 959.01 0.02 230.00 0.02 5,115 959.00 0.02 235.00 0.02 5,112 959.00 0.02 240.00 0.02 5,108 959.00 0.02 MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 106HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2P: BIOFILTRATION BASIN 1 Inflow Area = 1.829 ac, 14.54% Impervious, Inflow Depth > 5.17" for MN-RPBCWD_Snowmelt_10d_100_yr event Inflow = 0.29 cfs @ 121.34 hrs, Volume= 0.788 af Outflow = 0.15 cfs @ 125.33 hrs, Volume= 0.786 af, Atten= 48%, Lag= 239.7 min Primary = 0.15 cfs @ 125.33 hrs, Volume= 0.786 af Routed to Reach 2R : RILEY CREEK Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 2R : RILEY CREEK Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 952.63' @ 125.33 hrs Surf.Area= 4,007 sf Storage= 5,512 cf Plug-Flow detention time= 502.3 min calculated for 0.786 af (100% of inflow) Center-of-Mass det. time= 489.1 min ( 8,699.7 - 8,210.6 ) Volume Invert Avail.Storage Storage Description #1 951.00' 31,458 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 2,774 0 0 952.00 3,507 3,141 3,141 953.00 4,299 3,903 7,044 954.00 5,149 4,724 11,768 955.00 6,060 5,605 17,372 956.00 7,028 6,544 23,916 957.00 8,056 7,542 31,458 Device Routing Invert Outlet Devices #1 Primary 949.00'12.0" Round Culvert L= 90.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 949.00' / 947.96' S= 0.0116 '/' Cc= 0.900 n= 0.015 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 949.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 951.00'0.800 in/hr Exfiltration over Surface area #4 Device 1 952.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 955.25'10.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.15 cfs @ 125.33 hrs HW=952.63' (Free Discharge) 1=Culvert (Passes 0.15 cfs of 5.26 cfs potential flow) 2=Orifice/Grate (Passes 0.07 cfs of 1.74 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.07 cfs) 4=Orifice/Grate (Orifice Controls 0.08 cfs @ 1.23 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=951.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 107HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.829 ac Peak Elev=952.63' Storage=5,512 cf 0.29 cfs 0.15 cfs 0.15 cfs 0.00 cfs Pond 2P: BIOFILTRATION BASIN 1 Total Primary Secondary Stage-Discharge Discharge (cfs) 65605550454035302520151050Elevation (feet)957 956 955 954 953 952 951 Exfiltration Orifice/Grate Broad-Crested Rectangular Weir MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 108HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Pond 2P: BIOFILTRATION BASIN 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 8,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 Elevation (feet)957 956 955 954 953 952 951 Custom Stage Data MN-RPBCWD_Snowmelt_10d_100_yr MN-RPBCWD_Snowmelt_10d_100_yr Rainfall=7.20"2510 Printed 5/14/2025Prepared by Civil Site Group Page 109HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: BIOFILTRATION BASIN 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0 951.00 0.00 0.00 0.00 5.00 0.00 0 951.00 0.00 0.00 0.00 10.00 0.00 1 951.00 0.00 0.00 0.00 15.00 0.00 8 951.00 0.00 0.00 0.00 20.00 0.00 11 951.00 0.00 0.00 0.00 25.00 0.00 13 951.00 0.00 0.00 0.00 30.00 0.00 14 951.00 0.00 0.00 0.00 35.00 0.01 17 951.01 0.01 0.01 0.00 40.00 0.01 24 951.01 0.01 0.01 0.00 45.00 0.01 33 951.01 0.01 0.01 0.00 50.00 0.01 41 951.01 0.01 0.01 0.00 55.00 0.02 48 951.02 0.02 0.02 0.00 60.00 0.02 56 951.02 0.02 0.02 0.00 65.00 0.02 63 951.02 0.02 0.02 0.00 70.00 0.02 72 951.03 0.02 0.02 0.00 75.00 0.03 80 951.03 0.02 0.02 0.00 80.00 0.03 89 951.03 0.03 0.03 0.00 85.00 0.03 101 951.04 0.03 0.03 0.00 90.00 0.04 116 951.04 0.04 0.04 0.00 95.00 0.04 131 951.05 0.04 0.04 0.00 100.00 0.05 142 951.05 0.04 0.04 0.00 105.00 0.06 197 951.07 0.05 0.05 0.00 110.00 0.07 422 951.15 0.05 0.05 0.00 115.00 0.10 893 951.31 0.06 0.06 0.00 120.00 0.26 2,817 951.91 0.06 0.06 0.00 125.00 0.16 5,507 952.63 0.15 0.15 0.00 130.00 0.09 5,308 952.58 0.11 0.11 0.00 135.00 0.07 5,136 952.54 0.08 0.08 0.00 140.00 0.06 4,941 952.49 0.07 0.07 0.00 145.00 0.05 4,656 952.41 0.07 0.07 0.00 150.00 0.05 4,326 952.33 0.07 0.07 0.00 155.00 0.05 3,967 952.23 0.07 0.07 0.00 160.00 0.04 3,581 952.12 0.07 0.07 0.00 165.00 0.04 3,179 952.01 0.07 0.07 0.00 170.00 0.04 2,761 951.89 0.06 0.06 0.00 175.00 0.04 2,330 951.76 0.06 0.06 0.00 180.00 0.04 1,906 951.63 0.06 0.06 0.00 185.00 0.04 1,500 951.51 0.06 0.06 0.00 190.00 0.04 1,111 951.38 0.06 0.06 0.00 195.00 0.03 729 951.25 0.05 0.05 0.00 200.00 0.03 357 951.13 0.05 0.05 0.00 205.00 0.03 106 951.04 0.03 0.03 0.00 210.00 0.03 97 951.03 0.03 0.03 0.00 215.00 0.03 94 951.03 0.03 0.03 0.00 220.00 0.03 91 951.03 0.03 0.03 0.00 225.00 0.03 87 951.03 0.03 0.03 0.00 230.00 0.03 83 951.03 0.03 0.03 0.00 235.00 0.02 79 951.03 0.02 0.02 0.00 240.00 0.02 73 951.03 0.02 0.02 0.00 Table of Contents25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 2-yr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 Event 6 Node Listing 7 Subcat PR1A: TO WETLAND 9 Subcat PR1B: TO CREEK 11 Subcat PR1C: SITE 13 Subcat PR1D: SITE 15 Subcat PR2: TO WESTERN PROPERTY 17 Subcat PR3: TO W 78TH ST 19 Reach 1R: EX WETLAND 21 Reach 2R: RILEY CREEK 23 Pond 1P: WATER REUSE STORAGE 28 Pond 2P: BIOFILTRATION BASIN 1 10-yr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 Event 32 Node Listing 33 Subcat PR1A: TO WETLAND 35 Subcat PR1B: TO CREEK 37 Subcat PR1C: SITE 39 Subcat PR1D: SITE 41 Subcat PR2: TO WESTERN PROPERTY 43 Subcat PR3: TO W 78TH ST 45 Reach 1R: EX WETLAND 47 Reach 2R: RILEY CREEK 49 Pond 1P: WATER REUSE STORAGE 54 Pond 2P: BIOFILTRATION BASIN 1 100-yrMN-RPBCWD_v1_Atlas14_24-hr100y_S1 Event 58 Node Listing 59 Subcat PR1A: TO WETLAND 61 Subcat PR1B: TO CREEK 63 Subcat PR1C: SITE 65 Subcat PR1D: SITE 67 Subcat PR2: TO WESTERN PROPERTY 69 Subcat PR3: TO W 78TH ST 71 Reach 1R: EX WETLAND 73 Reach 2R: RILEY CREEK 75 Pond 1P: WATER REUSE STORAGE 80 Pond 2P: BIOFILTRATION BASIN 1 Table of Contents25102 PROPOSED Printed 5/14/2025Prepared by Civil Site Group HydroCAD® 10.20-6a s/n 02202 © 2024 HydroCAD Software Solutions LLC MN-RPBCWD_Snowmelt_10d_100_yr Event 84 Node Listing 85 Subcat PR1A: TO WETLAND 87 Subcat PR1B: TO CREEK 89 Subcat PR1C: SITE 91 Subcat PR1D: SITE 93 Subcat PR2: TO WESTERN PROPERTY 95 Subcat PR3: TO W 78TH ST 97 Reach 1R: EX WETLAND 99 Reach 2R: RILEY CREEK 101 Pond 1P: WATER REUSE STORAGE 106 Pond 2P: BIOFILTRATION BASIN 1 Project Information Calculator Version:Version 4: July 2020 Project Name:Lighthouse Assisted Living -Chanhassen User Name / Company Name:Anders Melby -Civil Site Group Date:5/14/2025 Project Description:Construction for senior housing building with associated parking, landscaping, and utility improvements. Construction Permit?:No Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 3.62 3.62 Impervious Area (acres).02 Total Area (acres)3.64 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 3.25 3.25 Impervious Area (acres) Total Area (acres)3.25 Summary Information Performance Goal Requirement Performance goal volume retention requirement:80 ft3 Volume removed by BMPs towards performance goal:ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.0721 acre-ft Annual runoff volume removed by BMPs:0 acre-ft Percent annual runoff volume removed:0 % Post development annual particulate P load:0.9299 lbs Annual particulate P removed by BMPs:0 lbs Post development annual dissolved P load:0.761 lbs Annual dissolved P removed by BMPs:0 lbs Total P removed by BMPs 0 lbs Percent annual total phosphorus removed:0 % Post development annual TSS load:307.2 lbs Annual TSS removed by BMPs:94.5 lbs Percent annual TSS removed:31 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 0 -Wet swale 0 0 0 0 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 0 -Wet swale 1.822 0 0 1.822 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Wet swale 0.8177 0 0 0.8177 0 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Wet swale 0.669 0 0 0.669 0 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Wet swale 1.4867 0 0 1.4867 0 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 0 -Wet swale 270.1 0 94.54 175.56 35 BMP Schematic Project Information Calculator Version:Version 4: July 2020 Project Name:Lighthouse Assisted Living -Chanhassen User Name / Company Name:Anders Melby -Civil Site Group Date:5/14/2025 Project Description:Construction for senior housing building with associated parking, landscaping, and utility improvements. Construction Permit?:No Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 2.31 2.31 Impervious Area (acres)1.34 Total Area (acres)3.65 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 2.232 2.232 Impervious Area (acres)1.2718 Total Area (acres)3.5038 Summary Information Performance Goal Requirement Performance goal volume retention requirement:5351 ft3 Volume removed by BMPs towards performance goal:2843 ft3 Percent volume removed towards performance goal 53 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 4.1497 acre-ft Annual runoff volume removed by BMPs:0.372 acre-ft Percent annual runoff volume removed:9 % Post development annual particulate P load:1.8624 lbs Annual particulate P removed by BMPs:1.316 lbs Post development annual dissolved P load:1.524 lbs Annual dissolved P removed by BMPs:0.702 lbs Total P removed by BMPs 2.018 lbs Percent annual total phosphorus removed:60 % Post development annual TSS load:615.2 lbs Annual TSS removed by BMPs:551.3 lbs Percent annual TSS removed:90 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Bioretention basin (with underdrain)208 2408 208 2200 9 Stormwater disconnection (Impervious disconnection) (PR1)36 71 36 35 51 Harvest and re-use/Cistern 2599 5007 2599 2408 52 Wet swale 0 35 0 35 0 Constructed stormwater pond 0 5007 0 5007 0 Sciclone Separator (MH4)0 1062 0 1062 0 Jellyfish Filter 0 2408 0 2408 0 Sciclone Separator (CBMH 12)0 3945 0 3945 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Bioretention basin (with underdrain)0.1716 0.2798 0.0359 0.4155 8 Stormwater disconnection (Impervious disconnection) (PR1)0.9674 0 0.0195 0.9479 2 Harvest and re-use/Cistern 0 0.5964 0.3166 0.2798 53 Wet swale 0 0.9479 0 0.9479 0 Constructed stormwater pond 0 0.5964 0 0.5964 0 Sciclone Separator (MH4)0.5964 0 0 0.5964 0 Jellyfish Filter 0 0.2798 0 0.2798 0 Sciclone Separator (CBMH 12)2.2253 0 0 2.2253 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0.077 0.1188 0.1598 0.036 82 Stormwater disconnection (Impervious disconnection) (PR1)0.4342 0 0.0088 0.4254 2 Harvest and re-use/Cistern 0 0.5066 0.2689 0.2377 53 Wet swale 0 0.4254 0 0.4254 0 Constructed stormwater pond 0 1.2664 0.7598 0.5066 60 Sciclone Separator (MH4)0.2677 0 0 0.2677 0 Jellyfish Filter 0 0.2377 0.1189 0.1188 50 Sciclone Separator (CBMH 12)0.9987 0 0 0.9987 0 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0.063 0.4861 0.1448 0.4043 26 Stormwater disconnection (Impervious disconnection) (PR1)0.3552 0 0.0072 0.348 2 Harvest and re-use/Cistern 0 1.0361 0.55 0.4861 53 Wet swale 0 0.348 0 0.348 0 Constructed stormwater pond 0 1.0361 0 1.0361 0 Sciclone Separator (MH4)0.219 0 0 0.219 0 Jellyfish Filter 0 0.4861 0 0.4861 0 Sciclone Separator (CBMH 12)0.8171 0 0 0.8171 0 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)0.14 0.6049 0.3046 0.4403 54 Stormwater disconnection (Impervious disconnection) (PR1)0.7894 0 0.016 0.7734 2 Harvest and re-use/Cistern 0 1.5427 0.8189 0.7238 53 Wet swale 0 0.7734 0 0.7734 0 Constructed stormwater pond 0 2.3025 0.7598 1.5427 30 Sciclone Separator (MH4)0.4867 0 0 0.4867 0 Jellyfish Filter 0 0.7238 0.1189 0.6049 25 Sciclone Separator (CBMH 12)1.8158 0 0 1.8158 0 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Bioretention basin (with underdrain)25.43 12.54 30.98 6.99000000000001 82 Stormwater disconnection (Impervious disconnection) (PR1)143.41 0 98.44 44.97 69 Harvest and re-use/Cistern 0 129.6 68.79 60.81 53 Wet swale 0 44.97 15.74 29.23 35 Constructed stormwater pond 0 324.01 194.41 129.6 60 Sciclone Separator (MH4)88.41 0 32.27 56.14 37 Jellyfish Filter 0 60.81 48.65 12.16 80 Sciclone Separator (CBMH 12)329.89 0 62.02 267.87 19 BMP Schematic Civil Site Group, PC • 5000 Glenwood Avenue • Golden Valley • Minnesota • 55422 www.CivilSiteGroup.com • (612) 615-0060 Memorandum FROM: Anders Melby (Civil Site Group) DATE: 5-14-2025 RE: Pretreatment Removal Efficiencies for MH4 & CBMH12 The TSS removal efficiencies of SciClone Hydrodynamic Separators were modeled in the SHSAM software created by Barr Engineering on May 14, 2025. The inputs and resultant removal efficiency for each proposed SciClone are in the table below. The output data can be found in appended to this report. While one model SC-4-V SciClone structure provides the minimum 10% removal required reflected in the project’s proposed MIDS model, two units are specified for the two separate inlets to the underground storage (MH 13 and MH 14). While this will provide additional TSS removal than one single unit as modeled, the units were not modeled separately. SHSAM Input Data MH 4 CBMH 12 BMP Weather Station Weather Dates Particle Size NURP-PSD Area (ac) 0.319 1.203 Impervious (%) 83% 82% Hydraulic Length (ft) 315 650 Average Slope (%) 1% 0.5% CN (pervious) 84 84 Temp (f) Influent Conc (mg/l) Removal (%) 36.5% 18.8% 55 SciClone Golden Valley, MN 1995 - 2007 68 Thank you, Anders Melby, PE Civil Site Group CBMH 12 Name Model Year Output "Removal" Efficiency (%)Annual Load (lbs)Load Removed (lbs)Deposit (in) SciCloneX 4 1995 20 298.1 59.8 0.57 SciCloneX 6 1995 26 298.1 76 0.32 SciCloneX 8 1995 32 298.1 96.4 0.23 SciCloneX 10 1995 36 298.1 108.4 0.17 SciCloneX 4 1996 20 301.3 61.6 0.59 SciCloneX 6 1996 26 301.3 78.2 0.33 SciCloneX 8 1996 33 301.3 98.8 0.24 SciCloneX 10 1996 37 301.3 110.9 0.17 SciCloneX 4 1997 16 366.2 60.6 0.58 SciCloneX 6 1997 21 366.2 77.9 0.33 SciCloneX 8 1997 27 366.2 99.8 0.24 SciCloneX 10 1997 31 366.2 112.9 0.17 SciCloneX 4 1998 19 260.5 50.4 0.48 SciCloneX 6 1998 25 260.5 64.1 0.27 SciCloneX 8 1998 31 260.5 81.3 0.19 SciCloneX 10 1998 35 260.5 91.5 0.14 SciCloneX 4 1999 21 163 33.8 0.32 SciCloneX 6 1999 26 163 42.8 0.18 SciCloneX 8 1999 33 163 54.2 0.13 SciCloneX 10 1999 37 163 60.8 0.09 SciCloneX 4 2000 17 332.2 57.9 0.55 SciCloneX 6 2000 22 332.2 74.2 0.32 SciCloneX 8 2000 28 332.2 94.7 0.23 SciCloneX 10 2000 32 332.2 106.9 0.16 SciCloneX 4 2001 21 261.8 53.9 0.52 SciCloneX 6 2001 26 261.8 68.4 0.29 SciCloneX 8 2001 33 261.8 86.5 0.21 SciCloneX 10 2001 37 261.8 97.2 0.15 SciCloneX 4 2002 18 293.3 54.2 0.52 SciCloneX 6 2002 24 293.3 69.3 0.29 SciCloneX 8 2002 30 293.3 88.2 0.21 SciCloneX 10 2002 34 293.3 99.6 0.15 SciCloneX 4 2003 18 276.3 50.2 0.48 SciCloneX 6 2003 23 276.3 64.1 0.27 SciCloneX 8 2003 30 276.3 81.7 0.2 SciCloneX 10 2003 33 276.3 92.2 0.14 SciCloneX 4 2004 20 263.3 52.1 0.5 SciCloneX 6 2004 25 263.3 66.3 0.28 SciCloneX 8 2004 32 263.3 84.1 0.2 SciCloneX 10 2004 36 263.3 94.7 0.14 SciCloneX 4 2005 18 327.7 57.9 0.55 SciCloneX 6 2005 23 327.7 74.2 0.32 SciCloneX 8 2005 29 327.7 94.6 0.23 SciCloneX 10 2005 33 327.7 107 0.16 SciCloneX 4 2006 19 190.6 35.7 0.34 SciCloneX 6 2006 24 190.6 45.5 0.19 SciCloneX 8 2006 30 190.6 57.8 0.14 SciCloneX 10 2006 34 190.6 65.1 0.1 SciCloneX 4 2007 18 219.5 38.6 0.37 SciCloneX 6 2007 22 219.5 49.4 0.21 SciCloneX 8 2007 29 219.5 63 0.15 SciCloneX 10 2007 32 219.5 71.3 0.11 Name Model Total Load (lbs)Total Load Removed (lbs)Removal Efficiency (%)Model Height (ft)Model Diameter (ft)Pipe Diameter (inches) SciCloneX 4 3554 667 18.8 3.5 4 24 SciCloneX 6 3554 850 23.9 4.8 6 36 SciCloneX 8 3554 1081 30.4 7.5 8 48 SciCloneX 10 3554 1219 34.3 9 10 60 MH 4 Name Model Year Output "Removal" Efficiency (%)Annual Load (lbs)Load Removed (lbs)Deposit (in) SciCloneX 4 1995 39 79.8 31.2 0.3 SciCloneX 6 1995 47 79.8 37.4 0.16 SciCloneX 8 1995 56 79.8 44.4 0.11 SciCloneX 10 1995 60 79.8 48.3 0.07 SciCloneX 4 1996 40 80.6 32.4 0.31 SciCloneX 6 1996 48 80.6 38.8 0.16 SciCloneX 8 1996 57 80.6 45.8 0.11 SciCloneX 10 1996 62 80.6 49.8 0.08 SciCloneX 4 1997 32 97.9 31.6 0.3 SciCloneX 6 1997 39 97.9 38.4 0.16 SciCloneX 8 1997 47 97.9 46.4 0.11 SciCloneX 10 1997 52 97.9 51 0.08 SciCloneX 4 1998 38 69.9 26.9 0.26 SciCloneX 6 1998 46 69.9 32.2 0.14 SciCloneX 8 1998 55 69.9 38.3 0.09 SciCloneX 10 1998 60 69.9 41.6 0.06 SciCloneX 4 1999 40 43.6 17.4 0.17 SciCloneX 6 1999 48 43.6 20.8 0.09 SciCloneX 8 1999 57 43.6 24.7 0.06 SciCloneX 10 1999 62 43.6 26.8 0.04 SciCloneX 4 2000 34 88.9 30.6 0.29 SciCloneX 6 2000 42 88.9 37 0.16 SciCloneX 8 2000 50 88.9 44.3 0.11 SciCloneX 10 2000 55 88.9 48.5 0.07 SciCloneX 4 2001 40 70 27.8 0.27 SciCloneX 6 2001 48 70 33.3 0.14 SciCloneX 8 2001 56 70 39.5 0.09 SciCloneX 10 2001 61 70 42.9 0.07 SciCloneX 4 2002 35 78.5 27.7 0.26 SciCloneX 6 2002 43 78.5 33.5 0.14 SciCloneX 8 2002 51 78.5 40.1 0.1 SciCloneX 10 2002 56 78.5 43.9 0.07 SciCloneX 4 2003 34 73.9 25.3 0.24 SciCloneX 6 2003 42 73.9 30.7 0.13 SciCloneX 8 2003 50 73.9 36.8 0.09 SciCloneX 10 2003 54 73.9 40.2 0.06 SciCloneX 4 2004 38 70.4 26.4 0.25 SciCloneX 6 2004 45 70.4 31.8 0.14 SciCloneX 8 2004 54 70.4 37.9 0.09 SciCloneX 10 2004 59 70.4 41.3 0.06 SciCloneX 4 2005 35 87.7 30.6 0.29 SciCloneX 6 2005 42 87.7 37 0.16 SciCloneX 8 2005 50 87.7 44.3 0.11 SciCloneX 10 2005 55 87.7 48.5 0.07 SciCloneX 4 2006 37 51 18.8 0.18 SciCloneX 6 2006 44 51 22.6 0.1 SciCloneX 8 2006 53 51 26.9 0.06 SciCloneX 10 2006 58 51 29.3 0.04 SciCloneX 4 2007 35 58.8 20.7 0.2 SciCloneX 6 2007 43 58.8 25 0.11 SciCloneX 8 2007 51 58.8 30 0.07 SciCloneX 10 2007 56 58.8 32.8 0.05 Name Model Total Load (lbs)Total Load Removed (lbs)Removal Efficiency (%)Model Height (ft)Model Diameter (ft)Pipe Diameter (inches) SciCloneX 4 951 347 36.5 3.5 4 24 SciCloneX 6 951 419 44 4.8 6 36 SciCloneX 8 951 499 52.5 7.5 8 48 SciCloneX 10 951 545 57.3 9 10 60 January 5, 2018 Project Number: 17-1039 Mr. Patrick Sarver Civil Site Group, Inc. 4931 W 35th Street, Suite 200 St. Louis Park, MN 55416 RE: Geotechnical Exploration Report, Proposed Senior Living Facility, 1620 and 1660 Arboretum Boulevard, Chanhassen, Minnesota Dear Mr. Sarver, We have completed the geotechnical exploration report for the proposed senior living facility at 1620 and 1660 Arboretum Boulevard in Chanhassen, Minnesota. A brief summary of our results and recommendations is presented below. The soil borings completed with the building area encountered about 1 foot of vegetation and topsoil along with previously placed Fill that extended to depths ranging from about 12 to 29 feet below the ground surface. The Fill was composed of mostly clayey soils that contained organics, roots and fibers, and pieces of wood and concrete. Below the topsoil and Fill, the borings encountered native clayey soils that extended to the termination depths of the soil borings. The underlying native clays, in our opinion, are generally suitable for foundation support, but portions of the native clays had a soft consistency. The vegetation, topsoil, Fill and soft clay soils are not suitable for foundation support and will need to be removed from within the building and oversize areas and replaced with suitable compacted engineered fill. The deepest deposits of Fill and/or soft native soils (about 29 feet) was encountered on the western portion of the site near boring SB-1 with soil borings elsewhere generally encountering about 12 to 17 feet of Fill and/or soft native soil. Soil corrections extending to about 29 feet may not be cost effective and, if possible, moving the building to the east might result in reduced soil corrections and the associated costs. If the building will include a lower level, removal of a significant portion of the Fill soil would likely be incidental to construction. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information please contact Paul Gionfriddo at 612-271-8185 or Brett Maki at 612-269-4027. HAUGO GEOTECHNICAL SERVICES, LLC Brett S. Maki, P.E. Paul Gionfriddo, P.E. Project Engineer Senior Engineer G EOTECHNICAL EXPLORAT ION REPORT PROJECT: Proposed Senior Living Facility NW Quadrant of Highway 5 and Audubon Road Chanhassen, Minnesota PREPARED FOR: Civil Site Group, Inc. 4931 W 35th Street, Suite 200 St. Louis Park, MN 55416 PREPARED BY: Haugo GeoTechnical Services LLC 2825 Cedar Avenue S Minneapolis, MN 55407 Haugo GeoTechnical Services Project: 17-1039 January 5, 2018 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number 23093 Expires June 2018 TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 4 3.3 Laboratory Testing 5 3.4 OSHA Soil Classification 5 4.0 DISCUSSION AND RECOMMENDATIONS 5 4.1 Proposed Construction 5 4.2 Discussion 6 4.3 Foundation Preparation 7 4.4 Dewatering 8 4.5 Retaining Walls 8 4.6 Interior Slabs 9 4.7 Exterior Slabs 10 4.8 Site Grading and Drainage 10 4.9 Utilities 11 4.10 Bituminous Pavements 11 4.11 Materials and Compaction 12 5.0 CONSTRUCTION CONSIDERATIONS 12 5.1 Excavation 12 5.2 Observations 13 5.3 Backfill and Fills 13 5.4 Testing 13 5.5 Winter Construction 13 6.0 PROCEDURES 13 6.1 Soil Classification 13 6.2 Groundwater Observations 14 7.0 GENERAL 14 7.1 Subsurface Variations 14 7.2 Review of Design 14 7.3 Groundwater Fluctuations 14 7.4 Use of Report 15 7.5 Level of Care 15 APPENDIX 17 Boring Location Sketch GPS Boring Locations Soil Boring Logs, SB-1 thru SB-8 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Civil Site Group, Inc. is preparing design and construction documents for a proposed senior living facility on two parcels located at 1620 and 1660 Arboretum Boulevard in Chanhassen MN. The project will also include constructing the associated parking, drive lanes, and underground utilities. Civil Site Group requested a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed senior living center and provide recommendations for site development. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design, pavement design and construction of the proposed senior living center. 1.3 Site Description The project site consists of two parcels totaling 3.5 acres and is located at 1620 and 1660 Arboretum Boulevard in Chanhassen, MN. The lot was mostly open, and grass covered, with mature trees along the perimeter of the site. Riley Creek runs along the northern border of the site from nearby Lake Ann, which is about 1000 feet to the north of the site. The ground surface slopes to the north, with elevations at the soil boring locations ranging from about 958 ½ to 972 ½ feet mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services LLC proposal dated October 31, 2017 and under the terms of our General Conditions. Our scope of services was generally limited to the following tasks: • Completing five (5) standard penetration test borings in the building area, extending to a nominal depth of 30 feet. • Completing three (3) standard penetration test borings in the pavement areas, extending to a nominal depth of 10 feet. One boring was extended to 15 feet due to the presence of existing Fill soils. • Obtaining GPS coordinates and elevations at the soil boring locations. • Visually/manually classifying soil samples recovered from the soil borings. • Performing laboratory tests on select soil samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing soil and groundwater conditions, and providing recommendations for foundation and pavement design. 2 1.5 Documents Provided We provided with a Surveyor’s Certificate of the property which was prepared by Sunde Land Surveying, LLC and dated December 5, 2005. The Surveyor’s Certificate showed the property boundaries, city street(s) and existing topography. We were also provided a copy of a geotechnical engineering report prepared by STS Consultants dated January 13, 2006. The report presented the results of 10 soil borings taken across the project site. Briefly, the borings generally encountered about 6 to 15 feet of Fill overlying native glacial till deposits. The Fill was reported to contain “mixed organic bands” and possibly pieces of concrete. The report was prepared for construction of a surface parking lot with the potential for a future parking ramp. The report indicated that the soil conditions were generally suitable for support of a surface parking lot but soil corrections or a deep foundation system would be required to support a parking structure. 1.6 Locations and Elevations The soil boring locations were selected by Haugo GeoTechnical Services (HGTS) based on the anticipated construction and site access. The ground surface elevations at the soil boring locations were obtained by HGTS using GPS measuring equipment. The GPS measurements were based on the MN County Coordinate System (Carver County) in US Survey Feet using the GEOID09 (Conus) model. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The GPS boring locations are shown on Figure 2 in the Appendix. 2.0 FIELD PROCEDURES The standard penetration test borings were performed on December 18th, 19th and 20th, 2017 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring log. The samples were sealed in containers and provided to HGTS for testing and soil classification. Soil samples recovered from the borings were classified in general accordance with ASTM 2488, “Description and Identification of Soils (Visual/Manual Procedures). A field log of each boring was prepared by the HGTS drill crew. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. 3 The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions Building Borings Soil borings SB-1 through SB-5 were completed within the proposed building footprint. These soil borings encountered about 1 foot of topsoil at the surface that consisted predominantly of silty clay. The topsoil contained some roots and was black to dark brown in color. Below the topsoil the borings encountered Fill materials that extended to depths ranging from about 12 to 29 feet below the ground surface. The Fill consisted of a variety of soil types consisting primarily of sandy lean clay with lesser amounts of silty clay, silty sand and sandy clay. The Fill varied in color from brown to dark brown to grey to black, and contained traces of organics, fibers, roots, wood, gravel and concrete. Below the topsoil and Fill the soil borings generally encountered native alluvial soils and/or glacial till soils that extended to the termination depths of the soil borings. The alluvial soils consisted of lean clay that was grey to mottled brown and grey in color, and portions contained traces of gravel. The penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs within the alluvial soils ranged from 2 to 9 bpf. These values indicate the alluvial soils had a soft to rather stiff consistency. The glacial till soils consisted of sandy lean clay that was grey in color and contained traces of gravel. N-Values within the glacial till soils ranged from 9 to 13 bpf. These values indicate the glacial till soils had a rather stiff to stiff consistency. Parking Lot Borings Soil borings SB-6 to SB-8 were completed within the proposed parking areas on the north and east sides of the building. These soil borings encountered about 1 foot of topsoil at the surface that consisted predominantly of silty clay. The topsoil was black to dark brown in color. Borings SB-6 and SB-7 encountered native glacial till soils below the topsoil that extended to the termination depths of the soil borings. The glacial till was composed of sandy lean clay that was brown in color and contained traces of gravel and rust staining. N-Values within the glacial till soils ranged from 6 to 17 bpf. These values indicate the glacial till soils h ad a medium to very stiff consistency. 4 Boring SB-8 encountered about 11 feet Fill below the topsoil. The Fill was composed of silty sand and sandy lean clay that was black in color and contained traces of organics, wood and gravel. The topsoil and Fill were underlain by native alluvial soils that extended to the termination depth of the boring. The alluvial soils consisted of lean clay that was mottled brown and grey in color and contained traces of rust staining and gravel. N-Values within the alluvial soils ranged from 6 to 12 bpf. These values indicate the glacial till soils had a medium to rather stiff consistency. 3.2 Groundwater Groundwater was encountered in soil borings SB-1 to SB-5 while drilling and sampling or after removing the augers from the boreholes at depths ranging from 17 to 25 feet below the ground surface, corresponding to an elevation range of 946 to 950 feet MSL. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature the Fill, alluvial and glacial till soils encountered, it is likely that insufficient time was available for possible perched groundwater to seep into the bore hole and rise to its hydrostatic level. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. The water level of Riley Creek along the north border of the site ranges between about 946 to 950 feet MSL. Lake Ann is located about 1000 feet to the north of the site. The MN DNR reports the Ordinary High Water Level (OHW) of Lake Ann to be 955.5 feet MSL. 3.3 Laboratory Testing Laboratory moisture content tests and organic content tests were performed on selected samples recovered from the soil borings. Laboratory moisture contents ranged from about 14 to 26 percent. These values indicate that portions of the soils were likely well above their assumed optimum soil moisture contents. Organic contents ranged from about 3 ½ to 7 ½ percent indicating the soils were slightly organic to organic. Results of the laboratory moisture content tests are also shown on the boring logs adjacent to the sample tested. 5 Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%)* Organic Content (%)* SB-1 S-25 5 14 3 ½ SB-1 S-26 7 ½ 19 ½ - SB-1 S-28 12 ½ 25 5 SB-1 S-31 20 26 4 ½ SB-2 S-16 7 ½ 18 ½ - SB-3 S-4 7 ½ 15 ½ - SB-4 S-49 5 15 - SB-4 S-50 7 ½ 24 ½ 7 SB-5 S-38 5 17 ½ - SB-6 S-65 5 19 ½ - SB-7 S-60 5 18 - SB-8 S-71 7 ½ 24 ½ 7 ½ *Moisture content and organic content tests were rounded to the nearest ½ percent 3.4 OSHA Soil Classification The soil encountered in the borings consisted predominantly of cohesive (clay) soils consisting of sandy lean clay and silty clay, meeting the ASTM Classifications CL and CL-ML. The site soils will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Based on correspondence with Civil Site Group, we understand that specific plans for the senior living facility have not been finalized. Preliminary plans indicate that the building will likely be a single-story slab on-grade structure but could include a lower level. Specific structural drawings or design information was not available at the time of this report but based on the anticipated construction we assumed the building will include cast in-place concrete or masonry block foundation walls supported on concrete spread footings. Above grade construction is anticipated to include wood framing with a pitched roof and asphalt shingles. Based on these assumptions we anticipate perimeter footing loads on the order of 2 to 3 kips per lineal foot and interior column loads, if any, will be less than 100 kips. We anticipate the main floor will bear at or near existing site grades corresponding to about elevation 970. We further anticipate that soil bearing pressure(s) of 3,000 pounds per square foot (psf) will be required for foundation support. We have attempted to describe our understanding of the project. If the proposed loads exceed these values or if the design or location of the proposed building changes, we should be informed. Additional analyses and revised recommendations may be necessary. 6 4.2 Discussion The borings completed with the building area (SB-1 to SB-5) encountered about 1 foot of vegetation and topsoil along with previously placed Fill that extended to depths ranging from 12 to 29 feet below the ground surface. Underlying the topsoil and Fill, the borings encountered native alluvial clays and/or glacial till clay soils that extended to the termination depths of the soil borings. The soil conditions encountered in our soil borings were generally consistent with those identified and described in the STS Consultants geotechnical report. The vegetation and topsoil are compressible and not suitable for foundation support and will need to be removed and replaced with suitable compacted engineered fill to provide adequate foundation support. The Fill was composed of a variety of soil types, consisting of sandy lean clay, silty clay, silty sand and clayey sand and contained organics, fibers, wood and concrete. In addition, the Fill varied in color with much of it black in color. Laboratory test results indicated it was slightly organic to organic. Organic soils or soil containing organic materials are generally compressible and poor-quality soil for foundation support. In addition, portions of the alluvial clay soils had a soft to rather soft consistency. The soft clays are also generally compressible and likewise, are poor-quality soil for foundation support. For these reasons we do not recommend supporting the proposed senior living facility on the Fill or soft alluvial clays. The underlying stiffer native alluvial clays and glacial till clay soils, in our opinion, are generally suitable for foundation support. The deepest deposits of Fill and/or soft native soils (about 29 feet) was encountered in soil boring SB-1 with soil borings SB-2 thru SB-5 generally encountering about 12 to 17 feet of Fill and/or soft native soil. Soil corrections extending to about 29 feet may not be cost effective and if possible, moving the building to the east might result in reduced soil corrections and the associated costs. If the building will include a lower level, removal of a significant portion of the Fill and soft native soil would likely be incidental to construction. As noted above much of the Fill was “black” in color and slightly organic to organic and will likely not be suitable for re-use as structural fill. It may be possible to reuse these soil in “green areas” such as landscaping berms. Soil borings SB-6 and SB-7 were completed in the proposed parking areas on the east side of the building. The ground surface in the vicinity of these borings was near elevation 958 ½. We assume the parking lot(s) will match the approximate main floor elevations of the building which is anticipated to be near 971. Because of that we anticipate that about 12 to 13 feet of fill could be required to attain parking lot grades. Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We anticipate that groundwater will be encountered during deeper soil corrections and anticipate that dewatering will be required. The following sections provide recommendations for supporting the proposed senior living facility on typical frost depth footing following soil corrections. 7 4.3 Foundation Preparation Excavations We recommend that all vegetation, topsoil, existing Fill, soft alluvial clays or other unsuitable soils be removed from the proposed building and oversize areas. Table 2 below summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 2. Anticipated Grading Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Groundwater Elevation (feet)* SB-1 970.0 29 941 950 SB-2 969.8 13 957 949 ½ SB-3 972.7 17 955 ½ 947 ½ SB-4 964.6 17 947 ½ 947 ½ SB-5 971.0 17 954 946 SB-6 958.7 1 (Parking) 957 ½ NE SB-7 958.3 1 (Parking) 957 ½ NE SB-8 967.9 1 (Parking) 967 NE *Excavation depths and elevations were rounded to the nearest ½ foot. NE = Not Encountered Oversizing In areas where the excavations extend below the proposed footing elevations, the excavation requires oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Additional fill required to attain site grades can consist of any non-organic mineral soil provided it is free of debris or other deleterious materials. As mentioned in the Discussion section, the existing Fill was mostly black in color and slightly organic to organic. The existing Fill will generally not be suitable for re-use as structural fill. It may be possible to reuse these soil in “green areas” such as landscaping berms. If construction is anticipated to occur during the winter months we recommend granular material meeting the ASTM Classification SP or SP-SM for ease in compaction. For backfill/fill within 3 feet of the groundwater table we recommend using granular soil with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. Backfilling We recommend that engineered fill placed to establish foundation grades be compacted to a minimum of 98 percent of its standard Proctor density (ASTM D 698). We recommend that engineered fill placed to establish floor slab grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils, if any, should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts 8 and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet we recommend that compaction levels be increased to minimum of 100 percent of the materials standard Proctor density. Even with the increased compaction levels a construction delay may be appropriate to allow for post construction settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soil to reduce the potential for slip planes to develop between the fill and underlying soil. We recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. The interior footings may be placed immediately below the floor slab provided construction does not occur during below freezing weather conditions. Footings in unheated should bear at least 5 feet below grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill over native clay soils. With the building pad prepared as recommended it is our opinion the footings can be designed for a net allowable bearing pressure up to 3,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively across an approximate 30-foot span. 4.4 Dewatering Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We anticipate that groundwater will be encountered during deeper soil corrections anticipate that dewatering will be required. Where dewatering is required we recommend the groundwater level be temporarily lowered to a minimum of 2 feet below the lowest anticipated excavation elevation to allow for construction. We recommend that a dewatering contractor be consulted to review the soil boring logs, develop a dewatering plan and evaluate the impact of dewatering on adjacent structures. 4.5 Below Grade Walls We anticipate that the proposed building will be a slab on-grade structure with no below grade or basement levels. However, we understand that building design has not been finalized and the building could include a lower level. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. We recommend general waterproofing of the below grade walls even with the use of free-draining backfill because of the potential cost impacts 9 related to seepage after construction. Unless a drainage composite is placed against the backs of the exterior perimeter below-grade walls we recommend that backfill placed within 2 feet of those wall consist of sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. We recommend the following soil parameters be used for below grade/retaining wall design, shown in Table 3. These design parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 3. Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 125 32 55 35 400 Clays (CL) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.6 Interior Slabs We anticipate that the floor subgrade will consist of a “sand cushion” over compacted clay fill. For “clean” sand (SP or SP-SM) soils a subgrade modulus (k value) of 200 pounds per square inch of deflection may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. 10 We recommend following all state and local building codes in regards to a radon mitigation plan beneath interior slabs. 4.7 Exterior Slabs Portions of the exterior slabs will likely be underlain by silty and clayey soils which are considered moderately frost susceptible. If the silty/clayey soils become saturated and freeze, significant heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost - susceptible soils below the slabs down to bottom of footing grades, and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. Sand meeting this gradation is likely not available on - site. If this approach is used and the excavation bottoms terminate in non-free draining granular soil we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to 12 inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed building. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition , we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to maintain at least a 4-foot separation between the lowest floor slab and observed groundwater and at least a 2-foot separation between the lowest floor slab and 100 year flood levels of any adjacent surface water features such as wetlands, ponds or creeks. 11 4.9 Utilities We anticipate that the utilities will be supported on engineered fill placed following soil corrections or native alluvial and glacial till soils which in our opinion are suitable for pipe support. We recommend removing all topsoil, Fill, very loose/soft or other unsuitable soil, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas we recommend a minimum compaction of 90 percent. Groundwater was encountered in the soil borings while drilling and after auger removal from the boreholes at depths ranging from 17 to 29 feet below the ground surface. We do not anticipate that groundwater will be encountered during utility construction and do not anticipate that dewatering will be required. 4.10 Bituminous Pavements We recommend that pavements be designed and constructed in accordance with City of Chanhassen standard plates. The following paragraphs provide general pavement recommendations in the absence of City of Chanhassen standard plates. We anticipate that the parking areas will be used predominantly by automobiles and light trucks with occasional use by heavier vehicles including but not limited to food service delivery trucks and garbage trucks. Based on the assumed traffic types we anticipate that both light duty and heavy duty pavements will be required. Based on the assumed traffic types we estimate the light duty pavements will be subjected to Equivalent Single Axel Loads (ESAL’s) up to 50,000 over a design life of 20 years and heavy duty pavements will be subjected to ESAL’s up to about 75,000 over a 20 year design life. We recommend removing all vegetation, topsoil or other unsuitable materials from beneath the pavement subgrade. We recommend the existing Fill soils be further evaluated during construction. Prior to placing the aggregate base we recommend compacting and proof- rolling the subgrade soil to provide a more uniform surface and to identify soft, weak, loose or unstable areas that may require additional subcuts. As mentioned in the Discussion section, soil borings SB-6 and SB-7 were completed in the proposed parking areas on the east side of the building. The ground surface in the vicinity of these borings was near elevation 958 ½. We assume the parking lot(s) will match the approximate main floor elevations of the building which is anticipated to be near 971. Because of that we anticipate that about 12 to 13 feet of fill will be required to attain parking lot grades. Backfill to attain pavement subgrade elevation can consist of any mineral soil provided it is free of organic material or other deleterious materials. Granular fill classified as SP or SP-SM, if used, should be placed within 65 percent to 105 percent of its optimum moisture content as 12 determined by the standard Proctor. Other fill soils should be placed with moisture contents within a range of 1 percentage point below and 3 percentage points above its optimum moisture content. The upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. R-Value testing was beyond the scope of this project. The soil borings generally encountered cohesive soils corresponding to the ASTM Classification of CL which typically have R-Values ranging from 6 to 18. It is our opinion that an R-Value of 12 can be used for pavement design. It should be noted that the pavement sections presented below are not absolutes. Depending on serviceability expectations, material availability, and cost, there will be circumstances under which alternative sections will be more practicable. The placement of a sand subbase to support the pavements could potentially reduce the required pavement sections. For light duty pavements subjected to a maximum of 50,000 ESAL’s and a subgrade R-Value of 12 we recommend a pavement section consisting of a minimum of 3 ½ inches of bituminous over a minimum of 9 inches of MN/DOT Class 5 aggregate base. For medium to heavy duty pavements subjected to a maximum of 75,000 ESAL’s and a subgrade R-Value of 12 we recommend a pavement section consisting of a minimum of 4 inches of bituminous over a minimum of 12 inches of MN/DOT Class 5 aggregate base. 4.11 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28 day compressive strength of 4,000 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soil encountered in the borings consisted predominantly of cohesive (clay) soils meeting the ASTM Classifications CL and CL-ML. The site soils will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may 13 still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions then temporary shoring may be required. 5.2 Observations A geotechnical engineer or qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills Site soils that will be excavated and reused as backfill and fill appear to be above their assumed optimum moisture content. We anticipate it might be necessary to moisture condition (dry) these soils to achieve the recommended compaction. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed during construction of the facility. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the boring s in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure)”. Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a geotechnical engineer. Samples will be retained for a period of 30 days. 14 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the borings, the hole was checked for the presence of groundwater. Again, at the end of the drilling day, the borings were re- checked for the presence of groundwater with the levels and time delay being noted on the boring logs. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the borings, the nature of which may not become apparent until additional exploration work is completed or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring logs. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 15 7.4 Use of Report This report is for the exclusive use of Civil Site Group, Inc. and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX SB-4 SB-5 Haugo GeoTechnical Services, LLC 2825 Cedar Avenue S. Minneapolis, MN 55407 Figure #: 1 Drawn By: AY Date: 12/16/17 Scale: None Project #: 17-1039 Soil Boring Location Sketch 1620 & 1660 Arboretum Boulevard Chanhassen, Minnesota Approximate Soil Boring Location SB-6 SB-1 SB-2 SB-3 SB-7 SB-8 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, dark brown and black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, grey and black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, black, moist. (FILL) Sandy Lean Clay, trace Gravel, trace Organics, trace Wood, brown and black, moist. (FILL) Clayey Sand, trace Gravel, trace Organics, with Concrete at 22 1/2 feet, with Wood at 27 1/2 feet, black, wet. (FILL) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 23 SS 24 SS 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 SS 33 SS 34 SS 35 8-3-4 (7) 4-6-7 (13) 4-3-5 (8) 3-3-5 (8) 3-2-8 (10) 4-4-12 (16) 2-2-4 (6) 1-1-1 (2) 2-3-18 (21) 2-1-2 (3) 4-3-3 (6) 4-4-5 (9) 14 19.5 25 26 NOTES GROUND ELEVATION 970 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 20.00 ft / Elev 950.00 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Roots, brown and dark brown, moist. (FILL) Silty Sand, fine to coarse grained, with Gravel, brown, moist. (FILL) Sandy Lean Clay, trace Gravel, brown and dark brown, moist. (FILL) Silty Clay, black, moist. (FILL) (CL) Sandy Lean Clay, trace Gravel, grey, moist, medium. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, rust staining, mottled brown and grey, moist, medium. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 13 SS 14 SS 15 SS 16 SS 17 SS 18 SS 19 SS 20 SS 21 SS 22 3-3-5 (8) 2-3-4 (7) 2-3-3 (6) 3-11-7 (18) 4-3-3 (6) 3-5-3 (8) 3-5-8 (13) 5-4-6 (10) 3-5-7 (12) 18.5 NOTES GROUND ELEVATION 969.8 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/18/17 COMPLETED 12/18/17 AT TIME OF DRILLING 20.00 ft / Elev 949.80 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING 20.40 ft / Elev 949.40 ft with Cave-In Depth of 24 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Organics, brown and black, moist. (FILL) Sandy Lean Clay, trace Gravel, brown, moist. (FILL) Clayey Sand, fine to medium grained, with Gravel, trace Wood, dark brown, moist. (FILL) (CL) Lean Clay, trace Gravel, grey, moist to wet, rather soft to medium. (Alluvium) (CL) Lean Clay, trace Gravel, mottled brown and grey, moist to wet, mediuim. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, brown, moist, rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, moist, stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 SS 9 SS 10 SS 11 SS 12 2-3-5 (8) 2-3-4 (7) 2-3-6 (9) 3-3-4 (7) 4-5-7 (12) 6-9-10 (19) 2-3-4 (7) 1-2-3 (5) 2-3-3 (6) 3-5-5 (10) 3-6-7 (13) 15.5 NOTES GROUND ELEVATION 972.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 25.00 ft / Elev 947.70 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 7 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, dark brown, moist. (Topsoil) Sandy Lean Clay, trace Gravel, brown, moist. (FILL) Silty Clay, trace Gravel, black, moist. (FILL) Silty Clay, trace Organics, grey and black, moist. (FILL) (CL) Lean Clay, mottled brown and grey, wet, soft. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 47 SS 48 SS 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 SS 56 SS 57 3-3-4 (7) 2-3-4 (7) 3-5-5 (10) 2-3-4 (7) 1-1-1 (2) 1-2-2 (4) 3-7-8 (15) 3-5-7 (12) 6-5-8 (13) 3-6-9 (15) 15 24.5 NOTES GROUND ELEVATION 964.6 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING 17.00 ft / Elev 947.60 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 5 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) Sandy Lean Clay, trace Gravel, trace Wood, trace Fibers, brown, moist to wet. (FILL) Sandy Lean Clay, trace Gravel, trace Fibers, brown and grey, wet. (FILL) Sandy Lean Clay, trace Gravel, trace Fibers, grey and black, wet. (FILL) Silty Sand, fine to coarse grained, with Gravel, black, wet. (FILL) (CL) Lean Clay, trace Gravel, mottled brown and grey, wet, rather soft to rather stiff. (Alluvium) (CL) Sandy Lean Clay, trace Gravel, grey, moist, rather stiff to stiff. (Glacial Till) Bottom of borehole at 31.0 feet. AU 36 SS 37 SS 38 SS 39 SS 40 SS 41 SS 42 SS 43 SS 44 SS 45 SS 46 3-3-5 (8) 3-3-4 (7) 2-2-3 (5) 1-1-2 (3) 2-2-2 (4) 4-6-7 (13) 2-3-2 (5) 2-5-4 (9) 3-6-7 (13) 3-5-7 (12) 17.5 NOTES GROUND ELEVATION 971 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/19/17 COMPLETED 12/19/17 AT TIME OF DRILLING 25.00 ft / Elev 946.00 ft AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 10 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 25 30 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist, medium to stiff. (Glacial Till) Bottom of borehole at 11.0 feet. AU 63 SS 64 SS 65 SS 66 SS 67 2-3-3 (6) 2-3-4 (7) 4-5-6 (11) 4-6-7 (13) 19.5 NOTES GROUND ELEVATION 958.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, dark brown, moist. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, rust staining, brown, moist, rather stiff to very stiff. (Glacial Till) Bottom of borehole at 11.0 feet. AU 58 SS 59 SS 60 SS 61 SS 62 3-4-6 (10) 2-5-6 (11) 5-8-9 (17) 3-5-5 (10) 18 NOTES GROUND ELEVATION 958.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 6 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959 Silty Clay, black, moist. (Topsoil) Silty Sand, fine to medium grained, with Gravel, black, moist. (FILL) Silty Clay, trace Organics, trace Wood, black, moist. (FILL) (CL) Lean Clay, trace Gravel, rust staining, mottled brown and grey, medium to rather stiff. (Alluvium) Bottom of borehole at 16.0 feet. AU 68 SS 69 SS 70 SS 71 SS 72 SS 73 SS 74 3-6-7 (13) 1-1-2 (3) 2-3-4 (7) 3-2-3 (5) 2-2-4 (6) 3-5-7 (12) 24.5 NOTES GROUND ELEVATION 967.9 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 12/20/17 COMPLETED 12/20/17 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered with Cave-In Depth of 3 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 MOISTURE CONT.(%)NOTESPAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Civil Site Group PROJECT NUMBER 17-1039 PROJECT NAME Facility Senior Living PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 1/5/18 13:43 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\17-1039 13625 CREST AVENUE NE.GPJHaugo GeoTechnical Services 2825 Cedar Avenue Minneapolis, MN 55407 Telephone: 612-729-2959