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Stormwater Management Report
Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 Stormwater Management Report Owner: TPS Holding LLC 350 HWY 7, Suite 218 Excelsior, MN 55331 Project: Lake Place 1361 Lake Drive W. 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. _________________ Matthew R. Pavek P.E. Registration Number: 44263 Date: 12/4/2020 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 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 Water Quality 3.4 Volume Control 4.0 Conclusions Figures: Figure 1 – Existing Conditions Drainage Area map Figure 2 – Proposed Conditions Drainage Area Map Appendices: • HydroCAD Existing Conditions HydroCAD Modeling Proposed Conditions HydroCAD Modeling • Drainage Calculations Summary Table • P8 Calculation Results • Stormwater Operations and Maintenance Plan • Soil Borings Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 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 12/4/2020. 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 consist of green space with a small parking area and through road. The existing site surface coverage areas are shown in the table below: Existing Soils: Soil borings have been completed by Haugo GeoTechnical Services dated November 2, 2020. This report determined the soils on site are primarily clay (CL) which corresponds to a HSG D soil. Groundwater: Groundwater was encountered in the soil borings at elevations between 906.5 to 921.5. Groundwater is assumed to be at elevation 921.5 to be conservative. 2.3 Proposed Site Conditions: Site Description: The proposed site consists of an apartment complex, associated parking, and stormwater management. The proposed site surface coverage areas are shown in the table below: 2.4 Stormwater Requirements City (Chanhassen): The city of Chanhassen’s stormwater requirements defer to watershed. 2.5 Stormwater Requirements Watershed District – (Riley Purgatory Bluff Creek Watershed District (RPBCWD)) Requirement threshold – Alteration or removal of 5,000 square feet or more of land-surface area or vegetation. Rate Control – Peak runoff rate may not exceed existing conditions for the 2-yr, 10-yr, 100-yr 24-hour rainfall events, utilize Atlas 14 rainfall data Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 Water Quality – 60% annual removal efficiency of total phosphorus (TP) and 90% annual removal of total suspended solids (TSS) Volume Control – Provide for the abstraction of 0.55” of runoff from the new impervious surface area of the parcel. 2.6 Stormwater Requirements - Minnesota Pollution Control Agency – NPPDES 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 3.69 Acres of land within the project site. Since this area is over 5,000 square feet of land and triggers the stormwater requirements of Riley Purgatory Bluff Creek Watershed District. The stormwater management requirements of Riley Purgatory Bluff Creek Watershed District are the most stringent and will be used as a basis for the design requirements for this project. The proposed stormwater strategy for this project is directing the project stormwater runoff via surface drainage and storm sewer piping to an above ground and underground filtration system near the northwest corner and southeast corner of the site. This system is designed to provide water quality treatment, volume control, and to meet rate control requirements. Stormwater quality site treatment percentage The total proposed site impervious area is 72,724 SF. The total impervious area directed to the filtration systems is 74,404. 95% of the proposed site impervious area is being treated by the filtration systems. The remaining 5% of impervious is routed through a grassed area prior to discharging into existing storm sewer. 3.2 Rate Control Rate control is provided by live storage within the proposed filtration systems. 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 • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 The proposed runoff rates are less that the existing peak runoff rates – REQUIREMENT SATISFIED 3.3 Water Quality Water quality requirements are met by the pretreatment CBMHs which contain a 4’ sump and the filtration systems on site. The proposed water quality calculations are shown in the table below: The proposed water quality achieves a 90% total phosphorus (TP) and total suspended solids (TSS) removal which is greater than or equivalent to the required water quality requirement – REQUIREMENT SATISFIED 3.4 Volume Control Water volume control requirements are met by the filtration systems on site by providing a rock infiltration section between the existing clay and bottom of the proposed draintile. The depth of rock has been set to 7.2 inches which allows for a drawdown of 48 hours based on 40% voids and 0.06 in/hr. The required and proposed volume control calculations are shown in the table below: Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 The provided water volume is greater than the required water volume – REQUIREMENT SATISFIED 4.0 Conclusions: To the best of our knowledge, this project meets all State, City and Watershed District stormwater management requirements. EX2EX IMPV = 0 SFEX PERV = 77,029 SFTOTAL = 77,029 SFEX3EX IMPV = 0 SFEX PERV = 19,100 SFTOTAL = 19,100 SFEX1EX IMPV = 4,271 SFEX PERV = 47,897 SFTOTAL = 52,168 SFProject Number:Issue Date:Revision Number:Revision Date:4931 W. 35TH ST., #200ST. LOUIS PARK, MN 55416952.250.2003 / 763.213.394www.CivilSiteGroup.comPOWERS RIDGE CHANHASSEN1361 LAKE DRIVE WEST CHANHASSENDA12035112/4/2020..01" = 50'-0"50'-0"25'-0"NEXISTING DRAINAGE MAP PR2APR IMPV = 370 SFPR PERV = 8,112 SFTOTAL = 8,482 SFNOPARKING NOPARKINGPR3PR IMPV = 0 SFPR PERV = 5,675 SFTOTAL = 5,675 SFPR2BPR IMPV = 49,611 SFPR PERV = 20,269 SFTOTAL = 69,880 SFPR1APR IMPV = 3,260 SFPR PERV = 22,477SFTOTAL = 25,737 SFPR1BPR IMPV = 21,163 SFPR PERV = 17,360 SFTOTAL = 38,523 SFProject Number:Issue Date:Revision Number:Revision Date:4931 W. 35TH ST., #200ST. LOUIS PARK, MN 55416952.250.2003 / 763.213.394www.CivilSiteGroup.comPOWERS RIDGE CHANHASSEN1361 LAKE DRIVE WEST CHANHASSENDA22035112/4/2020..01" = 50'-0"50'-0"25'-0"NPROPOSED DRAINAGE MAP EX1 EX1 - DRAINS TO LAKE DRIVE W EX2 EX2 - DRAINS TO PRIVATE ROAD (WEST) EX3 EX3 - DRAINS TO PRIVATE ROAD (SOUTH) EX-DA1 EX-DA1 - DRAINS TO LAKE DRIVE W EX-DA2 EX-DA2 - DRAINS TO PRIVATE ROAD EX-TOTAL EXISTING TOTAL Routing Diagram for 20351- EXISTING Prepared by {enter your company name here}, Printed 12/2/2020 HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.306 80 >75% Grass cover, Good, HSG D (EX1, EX2, EX3) 0.098 98 Paved parking, HSG D (EX1) 3.404 81 TOTAL AREA This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-26 s/n 02202 © 2020 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 3.404 HSG D EX1, EX2, EX3 0.000 Other 3.404 TOTAL AREA This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-26 s/n 02202 © 2020 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 3.306 0.000 3.306 >75% Grass cover, Good EX1, EX2, EX3 0.000 0.000 0.000 0.098 0.000 0.098 Paved parking EX1 0.000 0.000 0.000 3.404 0.000 3.404 TOTAL AREA This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-26 s/n 02202 © 2020 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=52,168 sf 8.19% Impervious Runoff Depth=1.27"Subcatchment EX1: EX1 - DRAINS TO LAKE Tc=6.0 min CN=WQ Runoff=2.63 cfs 0.127 af Runoff Area=77,029 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment EX2: EX2 - DRAINS TO Tc=6.0 min CN=WQ Runoff=3.57 cfs 0.170 af Runoff Area=19,100 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment EX3: EX3 - DRAINS TO Tc=6.0 min CN=WQ Runoff=0.89 cfs 0.042 af Inflow=2.63 cfs 0.127 afReach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W Outflow=2.63 cfs 0.127 af Inflow=4.46 cfs 0.212 afReach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD Outflow=4.46 cfs 0.212 af Inflow=7.09 cfs 0.339 afReach EX-TOTAL: EXISTING TOTAL Outflow=7.09 cfs 0.339 af Total Runoff Area = 3.404 ac Runoff Volume = 0.339 af Average Runoff Depth = 1.20" 97.12% Pervious = 3.306 ac 2.88% Impervious = 0.098 ac This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 - DRAINS TO LAKE DRIVE W Runoff =2.63 cfs @ 12.09 hrs, Volume=0.127 af, Depth=1.27" 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-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf)CN Description 4,271 98 Paved parking, HSG D 47,897 80 >75% Grass cover, Good, HSG D 52,168 Weighted Average 47,897 91.81% Pervious Area 4,271 8.19% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX1: EX1 - DRAINS TO LAKE DRIVE W Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=52,168 sf Runoff Volume=0.127 af Runoff Depth=1.27" Tc=6.0 min CN=WQ 2.63 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 - DRAINS TO PRIVATE ROAD (WEST) Runoff =3.57 cfs @ 12.09 hrs, Volume=0.170 af, Depth=1.15" 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 Rainfall=2.87" Area (sf)CN Description 0 98 Paved parking, HSG D 77,029 80 >75% Grass cover, Good, HSG D 77,029 Weighted Average 77,029 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 - DRAINS TO PRIVATE ROAD (WEST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=77,029 sf Runoff Volume=0.170 af Runoff Depth=1.15" Tc=6.0 min CN=WQ 3.57 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: EX3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff =0.89 cfs @ 12.09 hrs, Volume=0.042 af, Depth=1.15" 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 Rainfall=2.87" Area (sf)CN Description 0 98 Paved parking, HSG D 19,100 80 >75% Grass cover, Good, HSG D 19,100 Weighted Average 19,100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX3: EX3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=19,100 sf Runoff Volume=0.042 af Runoff Depth=1.15" Tc=6.0 min CN=WQ 0.89 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.198 ac,8.19% Impervious, Inflow Depth = 1.27" for 2y 24hr event Inflow =2.63 cfs @ 12.09 hrs, Volume=0.127 af Outflow =2.63 cfs @ 12.09 hrs, Volume=0.127 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=1.198 ac 2.63 cfs 2.63 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD [40] Hint: Not Described (Outflow=Inflow) Inflow Area =2.207 ac,0.00% Impervious, Inflow Depth = 1.15" for 2y 24hr event Inflow =4.46 cfs @ 12.09 hrs, Volume=0.212 af Outflow =4.46 cfs @ 12.09 hrs, Volume=0.212 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=2.207 ac 4.46 cfs 4.46 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-TOTAL: EXISTING TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area =3.404 ac,2.88% Impervious, Inflow Depth = 1.20" for 2y 24hr event Inflow =7.09 cfs @ 12.09 hrs, Volume=0.339 af Outflow =7.09 cfs @ 12.09 hrs, Volume=0.339 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-TOTAL: EXISTING TOTAL Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=3.404 ac 7.09 cfs 7.09 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-26 s/n 02202 © 2020 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=52,168 sf 8.19% Impervious Runoff Depth=2.41"Subcatchment EX1: EX1 - DRAINS TO LAKE Tc=6.0 min CN=WQ Runoff=5.19 cfs 0.241 af Runoff Area=77,029 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment EX2: EX2 - DRAINS TO Tc=6.0 min CN=WQ Runoff=7.32 cfs 0.334 af Runoff Area=19,100 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment EX3: EX3 - DRAINS TO Tc=6.0 min CN=WQ Runoff=1.81 cfs 0.083 af Inflow=5.19 cfs 0.241 afReach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W Outflow=5.19 cfs 0.241 af Inflow=9.13 cfs 0.417 afReach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD Outflow=9.13 cfs 0.417 af Inflow=14.32 cfs 0.658 afReach EX-TOTAL: EXISTING TOTAL Outflow=14.32 cfs 0.658 af Total Runoff Area = 3.404 ac Runoff Volume = 0.658 af Average Runoff Depth = 2.32" 97.12% Pervious = 3.306 ac 2.88% Impervious = 0.098 ac This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 - DRAINS TO LAKE DRIVE W Runoff =5.19 cfs @ 12.09 hrs, Volume=0.241 af, Depth=2.41" 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-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf)CN Description 4,271 98 Paved parking, HSG D 47,897 80 >75% Grass cover, Good, HSG D 52,168 Weighted Average 47,897 91.81% Pervious Area 4,271 8.19% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX1: EX1 - DRAINS TO LAKE DRIVE W Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=52,168 sf Runoff Volume=0.241 af Runoff Depth=2.41" Tc=6.0 min CN=WQ 5.19 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 - DRAINS TO PRIVATE ROAD (WEST) Runoff =7.32 cfs @ 12.09 hrs, Volume=0.334 af, Depth=2.27" 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-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf)CN Description 0 98 Paved parking, HSG D 77,029 80 >75% Grass cover, Good, HSG D 77,029 Weighted Average 77,029 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 - DRAINS TO PRIVATE ROAD (WEST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=77,029 sf Runoff Volume=0.334 af Runoff Depth=2.27" Tc=6.0 min CN=WQ 7.32 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: EX3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff =1.81 cfs @ 12.09 hrs, Volume=0.083 af, Depth=2.27" 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-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf)CN Description 0 98 Paved parking, HSG D 19,100 80 >75% Grass cover, Good, HSG D 19,100 Weighted Average 19,100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX3: EX3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=19,100 sf Runoff Volume=0.083 af Runoff Depth=2.27" Tc=6.0 min CN=WQ 1.81 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.198 ac,8.19% Impervious, Inflow Depth = 2.41" for 10y 24hr event Inflow =5.19 cfs @ 12.09 hrs, Volume=0.241 af Outflow =5.19 cfs @ 12.09 hrs, Volume=0.241 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=1.198 ac 5.19 cfs 5.19 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD [40] Hint: Not Described (Outflow=Inflow) Inflow Area =2.207 ac,0.00% Impervious, Inflow Depth = 2.27" for 10y 24hr event Inflow =9.13 cfs @ 12.09 hrs, Volume=0.417 af Outflow =9.13 cfs @ 12.09 hrs, Volume=0.417 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.207 ac 9.13 cfs 9.13 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-TOTAL: EXISTING TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area =3.404 ac,2.88% Impervious, Inflow Depth = 2.32" for 10y 24hr event Inflow =14.32 cfs @ 12.09 hrs, Volume=0.658 af Outflow =14.32 cfs @ 12.09 hrs, Volume=0.658 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-TOTAL: EXISTING TOTAL Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.404 ac 14.32 cfs 14.32 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-26 s/n 02202 © 2020 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=52,168 sf 8.19% Impervious Runoff Depth=5.25"Subcatchment EX1: EX1 - DRAINS TO LAKE Tc=6.0 min CN=WQ Runoff=10.38 cfs 0.524 af Runoff Area=77,029 sf 0.00% Impervious Runoff Depth=5.07"Subcatchment EX2: EX2 - DRAINS TO Tc=6.0 min CN=WQ Runoff=15.04 cfs 0.748 af Runoff Area=19,100 sf 0.00% Impervious Runoff Depth=5.07"Subcatchment EX3: EX3 - DRAINS TO Tc=6.0 min CN=WQ Runoff=3.73 cfs 0.185 af Inflow=10.38 cfs 0.524 afReach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W Outflow=10.38 cfs 0.524 af Inflow=18.76 cfs 0.933 afReach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD Outflow=18.76 cfs 0.933 af Inflow=29.15 cfs 1.457 afReach EX-TOTAL: EXISTING TOTAL Outflow=29.15 cfs 1.457 af Total Runoff Area = 3.404 ac Runoff Volume = 1.457 af Average Runoff Depth = 5.13" 97.12% Pervious = 3.306 ac 2.88% Impervious = 0.098 ac This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 - DRAINS TO LAKE DRIVE W Runoff =10.38 cfs @ 12.08 hrs, Volume=0.524 af, Depth=5.25" 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 Rainfall=7.41" Area (sf)CN Description 4,271 98 Paved parking, HSG D 47,897 80 >75% Grass cover, Good, HSG D 52,168 Weighted Average 47,897 91.81% Pervious Area 4,271 8.19% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX1: EX1 - DRAINS TO LAKE DRIVE W Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=52,168 sf Runoff Volume=0.524 af Runoff Depth=5.25" Tc=6.0 min CN=WQ 10.38 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 - DRAINS TO PRIVATE ROAD (WEST) Runoff =15.04 cfs @ 12.08 hrs, Volume=0.748 af, Depth=5.07" 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 Rainfall=7.41" Area (sf)CN Description 0 98 Paved parking, HSG D 77,029 80 >75% Grass cover, Good, HSG D 77,029 Weighted Average 77,029 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 - DRAINS TO PRIVATE ROAD (WEST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=77,029 sf Runoff Volume=0.748 af Runoff Depth=5.07" Tc=6.0 min CN=WQ 15.04 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: EX3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff =3.73 cfs @ 12.08 hrs, Volume=0.185 af, Depth=5.07" 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 Rainfall=7.41" Area (sf)CN Description 0 98 Paved parking, HSG D 19,100 80 >75% Grass cover, Good, HSG D 19,100 Weighted Average 19,100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX3: EX3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=19,100 sf Runoff Volume=0.185 af Runoff Depth=5.07" Tc=6.0 min CN=WQ 3.73 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.198 ac,8.19% Impervious, Inflow Depth = 5.25" for 100y 24hr event Inflow =10.38 cfs @ 12.08 hrs, Volume=0.524 af Outflow =10.38 cfs @ 12.08 hrs, Volume=0.524 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.198 ac 10.38 cfs 10.38 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD [40] Hint: Not Described (Outflow=Inflow) Inflow Area =2.207 ac,0.00% Impervious, Inflow Depth = 5.07" for 100y 24hr event Inflow =18.76 cfs @ 12.08 hrs, Volume=0.933 af Outflow =18.76 cfs @ 12.08 hrs, Volume=0.933 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.207 ac 18.76 cfs 18.76 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"20351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 25HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-TOTAL: EXISTING TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area =3.404 ac,2.88% Impervious, Inflow Depth = 5.13" for 100y 24hr event Inflow =29.15 cfs @ 12.08 hrs, Volume=1.457 af Outflow =29.15 cfs @ 12.08 hrs, Volume=1.457 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-TOTAL: EXISTING TOTAL Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.404 ac 29.15 cfs 29.15 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=420351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 26HydroCAD® 10.00-26 s/n 02202 © 2020 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=52,168 sf 8.19% Impervious Runoff Depth>6.96"Subcatchment EX1: EX1 - DRAINS TO LAKE Tc=6.0 min AMC Adjusted CN=WQ Runoff=0.23 cfs 0.695 af Runoff Area=77,029 sf 0.00% Impervious Runoff Depth>6.96"Subcatchment EX2: EX2 - DRAINS TO Tc=6.0 min AMC Adjusted CN=WQ Runoff=0.34 cfs 1.026 af Runoff Area=19,100 sf 0.00% Impervious Runoff Depth>6.96"Subcatchment EX3: EX3 - DRAINS TO Tc=6.0 min AMC Adjusted CN=WQ Runoff=0.08 cfs 0.254 af Inflow=0.23 cfs 0.695 afReach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W Outflow=0.23 cfs 0.695 af Inflow=0.42 cfs 1.280 afReach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD Outflow=0.42 cfs 1.280 af Inflow=0.65 cfs 1.974 afReach EX-TOTAL: EXISTING TOTAL Outflow=0.65 cfs 1.974 af Total Runoff Area = 3.404 ac Runoff Volume = 1.974 af Average Runoff Depth = 6.96" 97.12% Pervious = 3.306 ac 2.88% Impervious = 0.098 ac This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=420351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 27HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX1 - DRAINS TO LAKE DRIVE W Runoff =0.23 cfs @ 121.26 hrs, Volume=0.695 af, Depth>6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=4 Area (sf)CN Adj Description 4,271 98 98 Paved parking, HSG D 47,897 80 98 >75% Grass cover, Good, HSG D 52,168 Weighted Average 47,897 91.81% Pervious Area 4,271 8.19% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX1: EX1 - DRAINS TO LAKE DRIVE W Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr SNOWMELT Rainfall=7.20" AMC=4 Runoff Area=52,168 sf Runoff Volume=0.695 af Runoff Depth>6.96" Tc=6.0 min AMC Adjusted CN=WQ 0.23 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=420351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 28HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 - DRAINS TO PRIVATE ROAD (WEST) Runoff =0.34 cfs @ 121.26 hrs, Volume=1.026 af, Depth>6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=4 Area (sf)CN Adj Description 0 98 98 Paved parking, HSG D 77,029 80 98 >75% Grass cover, Good, HSG D 77,029 Weighted Average 77,029 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 - DRAINS TO PRIVATE ROAD (WEST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Snowmelt_10d_100yr SNOWMELT Rainfall=7.20" AMC=4 Runoff Area=77,029 sf Runoff Volume=1.026 af Runoff Depth>6.96" Tc=6.0 min AMC Adjusted CN=WQ 0.34 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=420351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 29HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX3: EX3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff =0.08 cfs @ 121.26 hrs, Volume=0.254 af, Depth>6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=4 Area (sf)CN Adj Description 0 98 98 Paved parking, HSG D 19,100 80 98 >75% Grass cover, Good, HSG D 19,100 Weighted Average 19,100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment EX3: EX3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr SNOWMELT Rainfall=7.20" AMC=4 Runoff Area=19,100 sf Runoff Volume=0.254 af Runoff Depth>6.96" Tc=6.0 min AMC Adjusted CN=WQ 0.08 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=420351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 30HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.198 ac,8.19% Impervious, Inflow Depth > 6.96" for SNOWMELT event Inflow =0.23 cfs @ 121.26 hrs, Volume=0.695 af Outflow =0.23 cfs @ 121.26 hrs, Volume=0.695 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-DA1: EX-DA1 - DRAINS TO LAKE DRIVE W Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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=1.198 ac 0.23 cfs 0.23 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=420351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 31HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD [40] Hint: Not Described (Outflow=Inflow) Inflow Area =2.207 ac,0.00% Impervious, Inflow Depth > 6.96" for SNOWMELT event Inflow =0.42 cfs @ 121.26 hrs, Volume=1.280 af Outflow =0.42 cfs @ 121.26 hrs, Volume=1.280 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-DA2: EX-DA2 - DRAINS TO PRIVATE ROAD Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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=2.207 ac 0.42 cfs 0.42 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=420351- EXISTING Printed 12/2/2020Prepared by {enter your company name here} Page 32HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach EX-TOTAL: EXISTING TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area =3.404 ac,2.88% Impervious, Inflow Depth > 6.96" for SNOWMELT event Inflow =0.65 cfs @ 121.26 hrs, Volume=1.974 af Outflow =0.65 cfs @ 121.26 hrs, Volume=1.974 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach EX-TOTAL: EXISTING TOTAL 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=3.404 ac 0.65 cfs 0.65 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. PR1A PR1A - DRAINS TO LAKE DRIVE W PR1B PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN PR2A PR2A - DRAINS TO PRIVATE ROAD (WEST) PR2B PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN PR3 PR3 - DRAINS TO PRIVATE ROAD (SOUTH) PR-DA1 PR-DA1 - DRAIN TO LAKE DRIVE W PR-DA2 PR-DA2 - DRAINS TO PRIVATE ROAD PR-TOTAL PROPOSED TOTAL 1P 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD 2P 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Routing Diagram for 2035-1 PROPOSED Prepared by {enter your company name here}, Printed 12/4/2020 HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.696 80 >75% Grass cover, Good, HSG D (PR1A, PR1B, PR2A, PR2B, PR3) 1.708 98 Paved parking, HSG C (PR1A, PR1B, PR2A, PR2B) 3.404 89 TOTAL AREA This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 1.708 HSG C PR1A, PR1B, PR2A, PR2B 1.696 HSG D PR1A, PR1B, PR2A, PR2B, PR3 0.000 Other 3.404 TOTAL AREA This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-26 s/n 02202 © 2020 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 1.696 0.000 1.696 >75% Grass cover, Good PR1A, PR1B, PR2A, PR2B, PR3 0.000 0.000 1.708 0.000 0.000 1.708 Paved parking PR1A, PR1B, PR2A, PR2B 0.000 0.000 1.708 1.696 0.000 3.404 TOTAL AREA This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. 2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line#Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 928.50 926.94 78.0 0.0200 0.012 12.0 0.0 0.0 2 2P 931.00 930.50 34.0 0.0147 0.012 15.0 0.0 0.0 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-26 s/n 02202 © 2020 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=25,737 sf 12.67% Impervious Runoff Depth=1.34"Subcatchment PR1A: PR1A - DRAINS TO Tc=6.0 min CN=WQ Runoff=1.36 cfs 0.066 af Runoff Area=38,523 sf 54.94% Impervious Runoff Depth=1.97"Subcatchment PR1B: PR1B - DRAINS TO Tc=6.0 min CN=WQ Runoff=2.86 cfs 0.145 af Runoff Area=8,482 sf 4.36% Impervious Runoff Depth=1.22"Subcatchment PR2A: PR2A - DRAINS TO Tc=6.0 min CN=WQ Runoff=0.41 cfs 0.020 af Runoff Area=69,880 sf 70.99% Impervious Runoff Depth=2.21"Subcatchment PR2B: PR2B - DRAINS TO Tc=6.0 min CN=WQ Runoff=5.77 cfs 0.295 af Runoff Area=5,675 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment PR3: PR3 - DRAINS TO Tc=6.0 min CN=WQ Runoff=0.26 cfs 0.013 af Inflow=1.95 cfs 0.186 afReach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W Outflow=1.95 cfs 0.186 af Inflow=1.32 cfs 0.272 afReach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD Outflow=1.32 cfs 0.272 af Inflow=3.27 cfs 0.457 afReach PR-TOTAL: PROPOSED TOTAL Outflow=3.27 cfs 0.457 af Peak Elev=929.48' Storage=2,930 cf Inflow=2.86 cfs 0.145 afPond 1P: 1P - ABOVEGROUND FILTRATION Discarded=0.00 cfs 0.000 af Primary=0.80 cfs 0.120 af Outflow=0.80 cfs 0.120 af Peak Elev=934.16' Storage=7,124 cf Inflow=5.77 cfs 0.295 afPond 2P: 2P - UNDERGROUND FILTRATION Discarded=0.00 cfs 0.000 af Primary=0.90 cfs 0.239 af Outflow=0.90 cfs 0.239 af Total Runoff Area = 3.404 ac Runoff Volume = 0.539 af Average Runoff Depth = 1.90" 49.83% Pervious = 1.696 ac 50.17% Impervious = 1.708 ac This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: PR1A - DRAINS TO LAKE DRIVE W Runoff =1.36 cfs @ 12.09 hrs, Volume=0.066 af, Depth=1.34" 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 Rainfall=2.87" Area (sf)CN Description 3,260 98 Paved parking, HSG C 22,477 80 >75% Grass cover, Good, HSG D 25,737 Weighted Average 22,477 87.33% Pervious Area 3,260 12.67% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR1A: PR1A - DRAINS TO LAKE DRIVE W Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=25,737 sf Runoff Volume=0.066 af Runoff Depth=1.34" Tc=6.0 min CN=WQ 1.36 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN Runoff =2.86 cfs @ 12.08 hrs, Volume=0.145 af, Depth=1.97" 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 Rainfall=2.87" Area (sf)CN Description 21,163 98 Paved parking, HSG C 17,360 80 >75% Grass cover, Good, HSG D 38,523 Weighted Average 17,360 45.06% Pervious Area 21,163 54.94% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR1B: PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=38,523 sf Runoff Volume=0.145 af Runoff Depth=1.97" Tc=6.0 min CN=WQ 2.86 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2A: PR2A - DRAINS TO PRIVATE ROAD (WEST) Runoff =0.41 cfs @ 12.09 hrs, Volume=0.020 af, Depth=1.22" 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 Rainfall=2.87" Area (sf)CN Description 370 98 Paved parking, HSG C 8,112 80 >75% Grass cover, Good, HSG D 8,482 Weighted Average 8,112 95.64% Pervious Area 370 4.36% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR2A: PR2A - DRAINS TO PRIVATE ROAD (WEST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Rainfall=2.87" Runoff Area=8,482 sf Runoff Volume=0.020 af Runoff Depth=1.22" Tc=6.0 min CN=WQ 0.41 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2B: PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN Runoff =5.77 cfs @ 12.08 hrs, Volume=0.295 af, Depth=2.21" 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 Rainfall=2.87" Area (sf)CN Description 49,611 98 Paved parking, HSG C 20,269 80 >75% Grass cover, Good, HSG D 69,880 Weighted Average 20,269 29.01% Pervious Area 49,611 70.99% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR2B: PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=69,880 sf Runoff Volume=0.295 af Runoff Depth=2.21" Tc=6.0 min CN=WQ 5.77 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff =0.26 cfs @ 12.09 hrs, Volume=0.013 af, Depth=1.15" 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 Rainfall=2.87" Area (sf)CN Description 0 98 Paved parking, HSG C 5,675 80 >75% Grass cover, Good, HSG D 5,675 Weighted Average 5,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=5,675 sf Runoff Volume=0.013 af Runoff Depth=1.15" Tc=6.0 min CN=WQ 0.26 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.475 ac,38.01% Impervious, Inflow Depth = 1.51" for 2y 24hr event Inflow =1.95 cfs @ 12.10 hrs, Volume=0.186 af Outflow =1.95 cfs @ 12.10 hrs, Volume=0.186 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=1.475 ac 1.95 cfs 1.95 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.929 ac,59.47% Impervious, Inflow Depth = 1.69" for 2y 24hr event Inflow =1.32 cfs @ 12.11 hrs, Volume=0.272 af Outflow =1.32 cfs @ 12.11 hrs, Volume=0.272 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=1.929 ac 1.32 cfs 1.32 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-TOTAL: PROPOSED TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area =3.404 ac,50.17% Impervious, Inflow Depth = 1.61" for 2y 24hr event Inflow =3.27 cfs @ 12.10 hrs, Volume=0.457 af Outflow =3.27 cfs @ 12.10 hrs, Volume=0.457 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-TOTAL: PROPOSED TOTAL Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=3.404 ac 3.27 cfs 3.27 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Inflow Area =0.884 ac,54.94% Impervious, Inflow Depth = 1.97" for 2y 24hr event Inflow =2.86 cfs @ 12.08 hrs, Volume=0.145 af Outflow =0.80 cfs @ 12.32 hrs, Volume=0.120 af, Atten= 72%, Lag= 13.8 min Discarded =0.00 cfs @ 0.00 hrs, Volume=0.000 af Primary =0.80 cfs @ 12.32 hrs, Volume=0.120 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 929.48' @ 12.32 hrs Surf.Area= 4,650 sf Storage= 2,930 cf Plug-Flow detention time= 161.6 min calculated for 0.120 af (82% of inflow) Center-of-Mass det. time= 94.4 min ( 871.1 - 776.7 ) Volume Invert Avail.Storage Storage Description #1 930.00'25,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 927.90'3,906 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,765 cf Overall x 40.0% Voids 29,237 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft)(%)(cubic-feet)(cubic-feet) 930.00 898 0.0 0 0 931.00 1,760 100.0 1,329 1,329 932.00 2,783 100.0 2,272 3,601 933.00 3,991 100.0 3,387 6,988 934.00 5,404 100.0 4,698 11,685 935.00 6,808 100.0 6,106 17,791 936.00 8,272 100.0 7,540 25,331 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.90 4,650 0 0 928.50 4,650 2,790 2,790 930.00 4,650 6,975 9,765 Device Routing Invert Outlet Devices #1 Primary 928.50'12.0" Round Culvert L= 78.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 928.50' / 926.94' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 935.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 928.50'6.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 927.90'0.060 in/hr Exfiltration over Surface area from 927.90' - 928.50' Excluded Surface area = 4,650 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=927.90' (Free Discharge) 4=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.80 cfs @ 12.32 hrs HW=929.48' (Free Discharge) 1=Culvert (Passes 0.80 cfs of 2.31 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.80 cfs @ 4.10 fps) This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=0.884 ac Peak Elev=929.48' Storage=2,930 cf 2.86 cfs 0.80 cfs 0.00 cfs 0.80 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.90 4,650 0 928.00 4,650 186 928.10 4,650 372 928.20 4,650 558 928.30 4,650 744 928.40 4,650 930 928.50 4,650 1,116 928.60 4,650 1,302 928.70 4,650 1,488 928.80 4,650 1,674 928.90 4,650 1,860 929.00 4,650 2,046 929.10 4,650 2,232 929.20 4,650 2,418 929.30 4,650 2,604 929.40 4,650 2,790 929.50 4,650 2,976 929.60 4,650 3,162 929.70 4,650 3,348 929.80 4,650 3,534 929.90 4,650 3,720 930.00 5,548 3,906 930.10 5,634 4,000 930.20 5,720 4,103 930.30 5,807 4,214 930.40 5,893 4,334 930.50 5,979 4,463 930.60 6,065 4,600 930.70 6,151 4,746 930.80 6,238 4,900 930.90 6,324 5,063 931.00 6,410 5,235 931.10 6,512 5,416 931.20 6,615 5,607 931.30 6,717 5,809 931.40 6,819 6,021 931.50 6,922 6,243 931.60 7,024 6,475 931.70 7,126 6,718 931.80 7,228 6,970 931.90 7,331 7,233 932.00 7,433 7,507 932.10 7,554 7,791 932.20 7,675 8,087 932.30 7,795 8,396 932.40 7,916 8,716 932.50 8,037 9,049 932.60 8,158 9,394 932.70 8,279 9,751 932.80 8,399 10,119 932.90 8,520 10,500 933.00 8,641 10,894 933.10 8,782 11,300 933.20 8,924 11,720 933.30 9,065 12,154 933.40 9,206 12,603 933.50 9,348 13,066 933.60 9,489 13,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 933.70 9,630 14,033 933.80 9,771 14,538 933.90 9,913 15,058 934.00 10,054 15,591 934.10 10,194 16,138 934.20 10,335 16,700 934.30 10,475 17,275 934.40 10,616 17,865 934.50 10,756 18,469 934.60 10,896 19,086 934.70 11,037 19,718 934.80 11,177 20,363 934.90 11,318 21,023 935.00 11,458 21,697 935.10 11,604 22,385 935.20 11,751 23,088 935.30 11,897 23,805 935.40 12,044 24,537 935.50 12,190 25,284 935.60 12,336 26,045 935.70 12,483 26,821 935.80 12,629 27,612 935.90 12,776 28,417 936.00 12,922 29,237 This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Inflow Area =1.604 ac,70.99% Impervious, Inflow Depth = 2.21" for 2y 24hr event Inflow =5.77 cfs @ 12.08 hrs, Volume=0.295 af Outflow =0.90 cfs @ 12.53 hrs, Volume=0.239 af, Atten= 84%, Lag= 26.9 min Discarded =0.00 cfs @ 0.00 hrs, Volume=0.000 af Primary =0.90 cfs @ 12.53 hrs, Volume=0.239 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 934.16' @ 12.53 hrs Surf.Area= 10,112 sf Storage= 7,124 cf Plug-Flow detention time= 218.8 min calculated for 0.239 af (81% of inflow) Center-of-Mass det. time= 150.8 min ( 919.1 - 768.3 ) Volume Invert Avail.Storage Storage Description #1A 932.40'15,025 cf 32.00'W x 316.00'L x 4.60'H Field A 46,515 cf Overall - 8,954 cf Embedded = 37,562 cf x 40.0% Voids #2A 934.50'8,954 cf CMP Round 24 x 135 Inside #1 Effective Size= 24.0"W x 24.0"H => 3.14 sf x 20.00'L = 62.8 cf Overall Size= 24.0"W x 24.0"H x 20.00'L Row Length Adjustment= +10.00' x 3.14 sf x 9 rows 30.00' Header x 3.14 sf x 2 = 188.5 cf Inside 23,978 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 931.00'15.0" Round Culvert L= 34.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 931.00' / 930.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 935.25'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 933.00'6.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 932.40'0.060 in/hr Exfiltration over Surface area from 932.40' - 933.00' Conductivity to Groundwater Elevation = 922.00' Excluded Surface area = 10,112 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=932.40' (Free Discharge) 4=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.90 cfs @ 12.53 hrs HW=934.16' (Free Discharge) 1=Culvert (Passes 0.90 cfs of 8.30 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.90 cfs @ 4.60 fps) This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD - Chamber Wizard Field A Chamber Model = CMP Round 24 (Round Corrugated Metal Pipe) Effective Size= 24.0"W x 24.0"H => 3.14 sf x 20.00'L = 62.8 cf Overall Size= 24.0"W x 24.0"H x 20.00'L Row Length Adjustment= +10.00' x 3.14 sf x 9 rows 24.0" Wide + 18.0" Spacing = 42.0" C-C Row Spacing 15 Chambers/Row x 20.00' Long +10.00' Row Adjustment +2.00' Header x 2 = 314.00' Row Length +12.0" End Stone x 2 = 316.00' Base Length 9 Rows x 24.0" Wide + 18.0" Spacing x 8 + 12.0" Side Stone x 2 = 32.00' Base Width 25.2" Base + 24.0" Chamber Height + 6.0" Cover = 4.60' Field Height 135 Chambers x 62.8 cf +10.00' Row Adjustment x 3.14 sf x 9 Rows + 30.00' Header x 3.14 sf x 2 = 8,953.5 cf Chamber Storage 46,515.2 cf Field - 8,953.5 cf Chambers = 37,561.7 cf Stone x 40.0% Voids = 15,024.7 cf Stone Storage Chamber Storage + Stone Storage = 23,978.2 cf = 0.550 af Overall Storage Efficiency = 51.5% Overall System Size = 316.00' x 32.00' x 4.60' 135 Chambers 1,722.8 cy Field 1,391.2 cy Stone This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.604 ac Peak Elev=934.16' Storage=7,124 cf 5.77 cfs 0.90 cfs 0.00 cfs 0.90 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 932.40 10,112 0 932.45 10,112 202 932.50 10,112 404 932.55 10,112 607 932.60 10,112 809 932.65 10,112 1,011 932.70 10,112 1,213 932.75 10,112 1,416 932.80 10,112 1,618 932.85 10,112 1,820 932.90 10,112 2,022 932.95 10,112 2,225 933.00 10,112 2,427 933.05 10,112 2,629 933.10 10,112 2,831 933.15 10,112 3,034 933.20 10,112 3,236 933.25 10,112 3,438 933.30 10,112 3,640 933.35 10,112 3,843 933.40 10,112 4,045 933.45 10,112 4,247 933.50 10,112 4,449 933.55 10,112 4,652 933.60 10,112 4,854 933.65 10,112 5,056 933.70 10,112 5,258 933.75 10,112 5,460 933.80 10,112 5,663 933.85 10,112 5,865 933.90 10,112 6,067 933.95 10,112 6,269 934.00 10,112 6,472 934.05 10,112 6,674 934.10 10,112 6,876 934.15 10,112 7,078 934.20 10,112 7,281 934.25 10,112 7,483 934.30 10,112 7,685 934.35 10,112 7,887 934.40 10,112 8,090 934.45 10,112 8,292 934.50 10,112 8,494 934.55 10,112 8,732 934.60 10,112 8,999 934.65 10,112 9,284 934.70 10,112 9,583 934.75 10,112 9,893 934.80 10,112 10,213 934.85 10,112 10,541 934.90 10,112 10,877 934.95 10,112 11,219 935.00 10,112 11,567 935.05 10,112 11,919 935.10 10,112 12,276 935.15 10,112 12,637 935.20 10,112 13,001 935.25 10,112 13,368 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.30 10,112 13,737 935.35 10,112 14,107 935.40 10,112 14,479 935.45 10,112 14,852 935.50 10,112 15,225 935.55 10,112 15,598 935.60 10,112 15,971 935.65 10,112 16,343 935.70 10,112 16,713 935.75 10,112 17,082 935.80 10,112 17,449 935.85 10,112 17,813 935.90 10,112 18,173 935.95 10,112 18,530 936.00 10,112 18,883 936.05 10,112 19,231 936.10 10,112 19,573 936.15 10,112 19,909 936.20 10,112 20,237 936.25 10,112 20,557 936.30 10,112 20,867 936.35 10,112 21,166 936.40 10,112 21,451 936.45 10,112 21,718 936.50 10,112 21,956 936.55 10,112 22,158 936.60 10,112 22,360 936.65 10,112 22,563 936.70 10,112 22,765 936.75 10,112 22,967 936.80 10,112 23,169 936.85 10,112 23,371 936.90 10,112 23,574 936.95 10,112 23,776 937.00 10,112 23,978 This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-26 s/n 02202 © 2020 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=25,737 sf 12.67% Impervious Runoff Depth=2.49"Subcatchment PR1A: PR1A - DRAINS TO Tc=6.0 min CN=WQ Runoff=2.62 cfs 0.123 af Runoff Area=38,523 sf 54.94% Impervious Runoff Depth=3.24"Subcatchment PR1B: PR1B - DRAINS TO Tc=6.0 min CN=WQ Runoff=4.81 cfs 0.239 af Runoff Area=8,482 sf 4.36% Impervious Runoff Depth=2.34"Subcatchment PR2A: PR2A - DRAINS TO Tc=6.0 min CN=WQ Runoff=0.83 cfs 0.038 af Runoff Area=69,880 sf 70.99% Impervious Runoff Depth=3.52"Subcatchment PR2B: PR2B - DRAINS TO Tc=6.0 min CN=WQ Runoff=9.33 cfs 0.471 af Runoff Area=5,675 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment PR3: PR3 - DRAINS TO Tc=6.0 min CN=WQ Runoff=0.54 cfs 0.025 af Inflow=3.55 cfs 0.336 afReach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W Outflow=3.55 cfs 0.336 af Inflow=2.36 cfs 0.478 afReach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD Outflow=2.36 cfs 0.478 af Inflow=5.92 cfs 0.813 afReach PR-TOTAL: PROPOSED TOTAL Outflow=5.92 cfs 0.813 af Peak Elev=930.55' Storage=4,535 cf Inflow=4.81 cfs 0.239 afPond 1P: 1P - ABOVEGROUND FILTRATION Discarded=0.00 cfs 0.000 af Primary=1.27 cfs 0.213 af Outflow=1.27 cfs 0.213 af Peak Elev=934.98' Storage=11,407 cf Inflow=9.33 cfs 0.471 afPond 2P: 2P - UNDERGROUND Discarded=0.00 cfs 0.000 af Primary=1.24 cfs 0.415 af Outflow=1.24 cfs 0.415 af Total Runoff Area = 3.404 ac Runoff Volume = 0.895 af Average Runoff Depth = 3.15" 49.83% Pervious = 1.696 ac 50.17% Impervious = 1.708 ac This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: PR1A - DRAINS TO LAKE DRIVE W Runoff =2.62 cfs @ 12.09 hrs, Volume=0.123 af, Depth=2.49" 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 Rainfall=4.27" Area (sf)CN Description 3,260 98 Paved parking, HSG C 22,477 80 >75% Grass cover, Good, HSG D 25,737 Weighted Average 22,477 87.33% Pervious Area 3,260 12.67% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR1A: PR1A - DRAINS TO LAKE DRIVE W Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=25,737 sf Runoff Volume=0.123 af Runoff Depth=2.49" Tc=6.0 min CN=WQ 2.62 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN Runoff =4.81 cfs @ 12.08 hrs, Volume=0.239 af, Depth=3.24" 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 Rainfall=4.27" Area (sf)CN Description 21,163 98 Paved parking, HSG C 17,360 80 >75% Grass cover, Good, HSG D 38,523 Weighted Average 17,360 45.06% Pervious Area 21,163 54.94% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR1B: PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=38,523 sf Runoff Volume=0.239 af Runoff Depth=3.24" Tc=6.0 min CN=WQ 4.81 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 25HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2A: PR2A - DRAINS TO PRIVATE ROAD (WEST) Runoff =0.83 cfs @ 12.09 hrs, Volume=0.038 af, Depth=2.34" 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 Rainfall=4.27" Area (sf)CN Description 370 98 Paved parking, HSG C 8,112 80 >75% Grass cover, Good, HSG D 8,482 Weighted Average 8,112 95.64% Pervious Area 370 4.36% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR2A: PR2A - DRAINS TO PRIVATE ROAD (WEST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=8,482 sf Runoff Volume=0.038 af Runoff Depth=2.34" Tc=6.0 min CN=WQ 0.83 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 26HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2B: PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN Runoff =9.33 cfs @ 12.08 hrs, Volume=0.471 af, Depth=3.52" 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 Rainfall=4.27" Area (sf)CN Description 49,611 98 Paved parking, HSG C 20,269 80 >75% Grass cover, Good, HSG D 69,880 Weighted Average 20,269 29.01% Pervious Area 49,611 70.99% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR2B: PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=69,880 sf Runoff Volume=0.471 af Runoff Depth=3.52" Tc=6.0 min CN=WQ 9.33 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 27HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff =0.54 cfs @ 12.09 hrs, Volume=0.025 af, Depth=2.27" 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-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf)CN Description 0 98 Paved parking, HSG C 5,675 80 >75% Grass cover, Good, HSG D 5,675 Weighted Average 5,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=5,675 sf Runoff Volume=0.025 af Runoff Depth=2.27" Tc=6.0 min CN=WQ 0.54 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 28HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.475 ac,38.01% Impervious, Inflow Depth = 2.73" for 10y 24hr event Inflow =3.55 cfs @ 12.09 hrs, Volume=0.336 af Outflow =3.55 cfs @ 12.09 hrs, Volume=0.336 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)3 2 1 0 Inflow Area=1.475 ac 3.55 cfs 3.55 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 29HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.929 ac,59.47% Impervious, Inflow Depth = 2.97" for 10y 24hr event Inflow =2.36 cfs @ 12.10 hrs, Volume=0.478 af Outflow =2.36 cfs @ 12.10 hrs, Volume=0.478 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=1.929 ac 2.36 cfs 2.36 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 30HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-TOTAL: PROPOSED TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area =3.404 ac,50.17% Impervious, Inflow Depth = 2.87" for 10y 24hr event Inflow =5.92 cfs @ 12.09 hrs, Volume=0.813 af Outflow =5.92 cfs @ 12.09 hrs, Volume=0.813 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-TOTAL: PROPOSED TOTAL Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=3.404 ac 5.92 cfs 5.92 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 31HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Inflow Area =0.884 ac,54.94% Impervious, Inflow Depth = 3.24" for 10y 24hr event Inflow =4.81 cfs @ 12.08 hrs, Volume=0.239 af Outflow =1.27 cfs @ 12.33 hrs, Volume=0.213 af, Atten= 74%, Lag= 14.6 min Discarded =0.00 cfs @ 0.00 hrs, Volume=0.000 af Primary =1.27 cfs @ 12.33 hrs, Volume=0.213 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 930.55' @ 12.33 hrs Surf.Area= 6,025 sf Storage= 4,535 cf Plug-Flow detention time= 114.7 min calculated for 0.213 af (89% of inflow) Center-of-Mass det. time= 73.6 min ( 836.2 - 762.6 ) Volume Invert Avail.Storage Storage Description #1 930.00'25,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 927.90'3,906 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,765 cf Overall x 40.0% Voids 29,237 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft)(%)(cubic-feet)(cubic-feet) 930.00 898 0.0 0 0 931.00 1,760 100.0 1,329 1,329 932.00 2,783 100.0 2,272 3,601 933.00 3,991 100.0 3,387 6,988 934.00 5,404 100.0 4,698 11,685 935.00 6,808 100.0 6,106 17,791 936.00 8,272 100.0 7,540 25,331 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.90 4,650 0 0 928.50 4,650 2,790 2,790 930.00 4,650 6,975 9,765 Device Routing Invert Outlet Devices #1 Primary 928.50'12.0" Round Culvert L= 78.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 928.50' / 926.94' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 935.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 928.50'6.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 927.90'0.060 in/hr Exfiltration over Surface area from 927.90' - 928.50' Excluded Surface area = 4,650 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=927.90' (Free Discharge) 4=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.27 cfs @ 12.33 hrs HW=930.55' (Free Discharge) 1=Culvert (Passes 1.27 cfs of 4.16 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 1.27 cfs @ 6.47 fps) This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 32HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=0.884 ac Peak Elev=930.55' Storage=4,535 cf 4.81 cfs 1.27 cfs 0.00 cfs 1.27 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 33HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.90 4,650 0 928.00 4,650 186 928.10 4,650 372 928.20 4,650 558 928.30 4,650 744 928.40 4,650 930 928.50 4,650 1,116 928.60 4,650 1,302 928.70 4,650 1,488 928.80 4,650 1,674 928.90 4,650 1,860 929.00 4,650 2,046 929.10 4,650 2,232 929.20 4,650 2,418 929.30 4,650 2,604 929.40 4,650 2,790 929.50 4,650 2,976 929.60 4,650 3,162 929.70 4,650 3,348 929.80 4,650 3,534 929.90 4,650 3,720 930.00 5,548 3,906 930.10 5,634 4,000 930.20 5,720 4,103 930.30 5,807 4,214 930.40 5,893 4,334 930.50 5,979 4,463 930.60 6,065 4,600 930.70 6,151 4,746 930.80 6,238 4,900 930.90 6,324 5,063 931.00 6,410 5,235 931.10 6,512 5,416 931.20 6,615 5,607 931.30 6,717 5,809 931.40 6,819 6,021 931.50 6,922 6,243 931.60 7,024 6,475 931.70 7,126 6,718 931.80 7,228 6,970 931.90 7,331 7,233 932.00 7,433 7,507 932.10 7,554 7,791 932.20 7,675 8,087 932.30 7,795 8,396 932.40 7,916 8,716 932.50 8,037 9,049 932.60 8,158 9,394 932.70 8,279 9,751 932.80 8,399 10,119 932.90 8,520 10,500 933.00 8,641 10,894 933.10 8,782 11,300 933.20 8,924 11,720 933.30 9,065 12,154 933.40 9,206 12,603 933.50 9,348 13,066 933.60 9,489 13,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 933.70 9,630 14,033 933.80 9,771 14,538 933.90 9,913 15,058 934.00 10,054 15,591 934.10 10,194 16,138 934.20 10,335 16,700 934.30 10,475 17,275 934.40 10,616 17,865 934.50 10,756 18,469 934.60 10,896 19,086 934.70 11,037 19,718 934.80 11,177 20,363 934.90 11,318 21,023 935.00 11,458 21,697 935.10 11,604 22,385 935.20 11,751 23,088 935.30 11,897 23,805 935.40 12,044 24,537 935.50 12,190 25,284 935.60 12,336 26,045 935.70 12,483 26,821 935.80 12,629 27,612 935.90 12,776 28,417 936.00 12,922 29,237 This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 34HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Inflow Area =1.604 ac,70.99% Impervious, Inflow Depth = 3.52" for 10y 24hr event Inflow =9.33 cfs @ 12.08 hrs, Volume=0.471 af Outflow =1.24 cfs @ 12.58 hrs, Volume=0.415 af, Atten= 87%, Lag= 29.7 min Discarded =0.00 cfs @ 0.00 hrs, Volume=0.000 af Primary =1.24 cfs @ 12.58 hrs, Volume=0.415 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 934.98' @ 12.58 hrs Surf.Area= 10,112 sf Storage= 11,407 cf Plug-Flow detention time= 178.9 min calculated for 0.415 af (88% of inflow) Center-of-Mass det. time= 136.0 min ( 892.0 - 756.0 ) Volume Invert Avail.Storage Storage Description #1A 932.40'15,025 cf 32.00'W x 316.00'L x 4.60'H Field A 46,515 cf Overall - 8,954 cf Embedded = 37,562 cf x 40.0% Voids #2A 934.50'8,954 cf CMP Round 24 x 135 Inside #1 Effective Size= 24.0"W x 24.0"H => 3.14 sf x 20.00'L = 62.8 cf Overall Size= 24.0"W x 24.0"H x 20.00'L Row Length Adjustment= +10.00' x 3.14 sf x 9 rows 30.00' Header x 3.14 sf x 2 = 188.5 cf Inside 23,978 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 931.00'15.0" Round Culvert L= 34.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 931.00' / 930.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 935.25'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 933.00'6.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 932.40'0.060 in/hr Exfiltration over Surface area from 932.40' - 933.00' Conductivity to Groundwater Elevation = 922.00' Excluded Surface area = 10,112 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=932.40' (Free Discharge) 4=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.24 cfs @ 12.58 hrs HW=934.98' (Free Discharge) 1=Culvert (Passes 1.24 cfs of 9.55 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 1.24 cfs @ 6.33 fps) This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 35HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD - Chamber Wizard Field A Chamber Model = CMP Round 24 (Round Corrugated Metal Pipe) Effective Size= 24.0"W x 24.0"H => 3.14 sf x 20.00'L = 62.8 cf Overall Size= 24.0"W x 24.0"H x 20.00'L Row Length Adjustment= +10.00' x 3.14 sf x 9 rows 24.0" Wide + 18.0" Spacing = 42.0" C-C Row Spacing 15 Chambers/Row x 20.00' Long +10.00' Row Adjustment +2.00' Header x 2 = 314.00' Row Length +12.0" End Stone x 2 = 316.00' Base Length 9 Rows x 24.0" Wide + 18.0" Spacing x 8 + 12.0" Side Stone x 2 = 32.00' Base Width 25.2" Base + 24.0" Chamber Height + 6.0" Cover = 4.60' Field Height 135 Chambers x 62.8 cf +10.00' Row Adjustment x 3.14 sf x 9 Rows + 30.00' Header x 3.14 sf x 2 = 8,953.5 cf Chamber Storage 46,515.2 cf Field - 8,953.5 cf Chambers = 37,561.7 cf Stone x 40.0% Voids = 15,024.7 cf Stone Storage Chamber Storage + Stone Storage = 23,978.2 cf = 0.550 af Overall Storage Efficiency = 51.5% Overall System Size = 316.00' x 32.00' x 4.60' 135 Chambers 1,722.8 cy Field 1,391.2 cy Stone This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 36HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.604 ac Peak Elev=934.98' Storage=11,407 cf 9.33 cfs 1.24 cfs 0.00 cfs 1.24 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 37HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 932.40 10,112 0 932.45 10,112 202 932.50 10,112 404 932.55 10,112 607 932.60 10,112 809 932.65 10,112 1,011 932.70 10,112 1,213 932.75 10,112 1,416 932.80 10,112 1,618 932.85 10,112 1,820 932.90 10,112 2,022 932.95 10,112 2,225 933.00 10,112 2,427 933.05 10,112 2,629 933.10 10,112 2,831 933.15 10,112 3,034 933.20 10,112 3,236 933.25 10,112 3,438 933.30 10,112 3,640 933.35 10,112 3,843 933.40 10,112 4,045 933.45 10,112 4,247 933.50 10,112 4,449 933.55 10,112 4,652 933.60 10,112 4,854 933.65 10,112 5,056 933.70 10,112 5,258 933.75 10,112 5,460 933.80 10,112 5,663 933.85 10,112 5,865 933.90 10,112 6,067 933.95 10,112 6,269 934.00 10,112 6,472 934.05 10,112 6,674 934.10 10,112 6,876 934.15 10,112 7,078 934.20 10,112 7,281 934.25 10,112 7,483 934.30 10,112 7,685 934.35 10,112 7,887 934.40 10,112 8,090 934.45 10,112 8,292 934.50 10,112 8,494 934.55 10,112 8,732 934.60 10,112 8,999 934.65 10,112 9,284 934.70 10,112 9,583 934.75 10,112 9,893 934.80 10,112 10,213 934.85 10,112 10,541 934.90 10,112 10,877 934.95 10,112 11,219 935.00 10,112 11,567 935.05 10,112 11,919 935.10 10,112 12,276 935.15 10,112 12,637 935.20 10,112 13,001 935.25 10,112 13,368 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.30 10,112 13,737 935.35 10,112 14,107 935.40 10,112 14,479 935.45 10,112 14,852 935.50 10,112 15,225 935.55 10,112 15,598 935.60 10,112 15,971 935.65 10,112 16,343 935.70 10,112 16,713 935.75 10,112 17,082 935.80 10,112 17,449 935.85 10,112 17,813 935.90 10,112 18,173 935.95 10,112 18,530 936.00 10,112 18,883 936.05 10,112 19,231 936.10 10,112 19,573 936.15 10,112 19,909 936.20 10,112 20,237 936.25 10,112 20,557 936.30 10,112 20,867 936.35 10,112 21,166 936.40 10,112 21,451 936.45 10,112 21,718 936.50 10,112 21,956 936.55 10,112 22,158 936.60 10,112 22,360 936.65 10,112 22,563 936.70 10,112 22,765 936.75 10,112 22,967 936.80 10,112 23,169 936.85 10,112 23,371 936.90 10,112 23,574 936.95 10,112 23,776 937.00 10,112 23,978 This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 38HydroCAD® 10.00-26 s/n 02202 © 2020 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=25,737 sf 12.67% Impervious Runoff Depth=5.34"Subcatchment PR1A: PR1A - DRAINS TO Tc=6.0 min CN=WQ Runoff=5.18 cfs 0.263 af Runoff Area=38,523 sf 54.94% Impervious Runoff Depth=6.23"Subcatchment PR1B: PR1B - DRAINS TO Tc=6.0 min CN=WQ Runoff=8.51 cfs 0.459 af Runoff Area=8,482 sf 4.36% Impervious Runoff Depth=5.17"Subcatchment PR2A: PR2A - DRAINS TO Tc=6.0 min CN=WQ Runoff=1.67 cfs 0.084 af Runoff Area=69,880 sf 70.99% Impervious Runoff Depth=6.56"Subcatchment PR2B: PR2B - DRAINS TO Tc=6.0 min CN=WQ Runoff=15.95 cfs 0.877 af Runoff Area=5,675 sf 0.00% Impervious Runoff Depth=5.07"Subcatchment PR3: PR3 - DRAINS TO Tc=6.0 min CN=WQ Runoff=1.11 cfs 0.055 af Inflow=6.67 cfs 0.696 afReach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W Outflow=6.67 cfs 0.696 af Inflow=4.17 cfs 0.961 afReach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD Outflow=4.17 cfs 0.961 af Inflow=10.82 cfs 1.657 afReach PR-TOTAL: PROPOSED TOTAL Outflow=10.82 cfs 1.657 af Peak Elev=932.25' Storage=8,238 cf Inflow=8.51 cfs 0.459 afPond 1P: 1P - ABOVEGROUND FILTRATION Discarded=0.00 cfs 0.000 af Primary=1.77 cfs 0.433 af Outflow=1.77 cfs 0.433 af Peak Elev=935.99' Storage=18,833 cf Inflow=15.95 cfs 0.877 afPond 2P: 2P - UNDERGROUND Discarded=0.00 cfs 0.000 af Primary=3.40 cfs 0.822 af Outflow=3.40 cfs 0.822 af Total Runoff Area = 3.404 ac Runoff Volume = 1.738 af Average Runoff Depth = 6.13" 49.83% Pervious = 1.696 ac 50.17% Impervious = 1.708 ac This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 39HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: PR1A - DRAINS TO LAKE DRIVE W Runoff =5.18 cfs @ 12.08 hrs, Volume=0.263 af, Depth=5.34" 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 Rainfall=7.41" Area (sf)CN Description 3,260 98 Paved parking, HSG C 22,477 80 >75% Grass cover, Good, HSG D 25,737 Weighted Average 22,477 87.33% Pervious Area 3,260 12.67% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR1A: PR1A - DRAINS TO LAKE DRIVE W Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=25,737 sf Runoff Volume=0.263 af Runoff Depth=5.34" Tc=6.0 min CN=WQ 5.18 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 40HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN Runoff =8.51 cfs @ 12.08 hrs, Volume=0.459 af, Depth=6.23" 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 Rainfall=7.41" Area (sf)CN Description 21,163 98 Paved parking, HSG C 17,360 80 >75% Grass cover, Good, HSG D 38,523 Weighted Average 17,360 45.06% Pervious Area 21,163 54.94% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR1B: PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN 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 Rainfall=7.41" Runoff Area=38,523 sf Runoff Volume=0.459 af Runoff Depth=6.23" Tc=6.0 min CN=WQ 8.51 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 41HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2A: PR2A - DRAINS TO PRIVATE ROAD (WEST) Runoff =1.67 cfs @ 12.08 hrs, Volume=0.084 af, Depth=5.17" 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 Rainfall=7.41" Area (sf)CN Description 370 98 Paved parking, HSG C 8,112 80 >75% Grass cover, Good, HSG D 8,482 Weighted Average 8,112 95.64% Pervious Area 370 4.36% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR2A: PR2A - DRAINS TO PRIVATE ROAD (WEST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=8,482 sf Runoff Volume=0.084 af Runoff Depth=5.17" Tc=6.0 min CN=WQ 1.67 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 42HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2B: PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN Runoff =15.95 cfs @ 12.08 hrs, Volume=0.877 af, Depth=6.56" 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 Rainfall=7.41" Area (sf)CN Description 49,611 98 Paved parking, HSG C 20,269 80 >75% Grass cover, Good, HSG D 69,880 Weighted Average 20,269 29.01% Pervious Area 49,611 70.99% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR2B: PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=69,880 sf Runoff Volume=0.877 af Runoff Depth=6.56" Tc=6.0 min CN=WQ 15.95 cfs This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 43HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff =1.11 cfs @ 12.08 hrs, Volume=0.055 af, Depth=5.07" 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 Rainfall=7.41" Area (sf)CN Description 0 98 Paved parking, HSG C 5,675 80 >75% Grass cover, Good, HSG D 5,675 Weighted Average 5,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=5,675 sf Runoff Volume=0.055 af Runoff Depth=5.07" Tc=6.0 min CN=WQ 1.11 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 44HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.475 ac,38.01% Impervious, Inflow Depth = 5.66" for 100y 24hr event Inflow =6.67 cfs @ 12.09 hrs, Volume=0.696 af Outflow =6.67 cfs @ 12.09 hrs, Volume=0.696 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.475 ac 6.67 cfs 6.67 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 45HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.929 ac,59.47% Impervious, Inflow Depth = 5.97" for 100y 24hr event Inflow =4.17 cfs @ 12.30 hrs, Volume=0.961 af Outflow =4.17 cfs @ 12.30 hrs, Volume=0.961 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=1.929 ac 4.17 cfs 4.17 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 46HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-TOTAL: PROPOSED TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area =3.404 ac,50.17% Impervious, Inflow Depth = 5.84" for 100y 24hr event Inflow =10.82 cfs @ 12.09 hrs, Volume=1.657 af Outflow =10.82 cfs @ 12.09 hrs, Volume=1.657 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-TOTAL: PROPOSED TOTAL Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.404 ac 10.82 cfs 10.82 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 47HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Inflow Area =0.884 ac,54.94% Impervious, Inflow Depth = 6.23" for 100y 24hr event Inflow =8.51 cfs @ 12.08 hrs, Volume=0.459 af Outflow =1.77 cfs @ 12.53 hrs, Volume=0.433 af, Atten= 79%, Lag= 26.7 min Discarded =0.00 cfs @ 0.00 hrs, Volume=0.000 af Primary =1.77 cfs @ 12.53 hrs, Volume=0.433 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 932.25' @ 12.53 hrs Surf.Area= 7,734 sf Storage= 8,238 cf Plug-Flow detention time= 91.3 min calculated for 0.433 af (94% of inflow) Center-of-Mass det. time= 67.7 min ( 818.9 - 751.3 ) Volume Invert Avail.Storage Storage Description #1 930.00'25,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 927.90'3,906 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,765 cf Overall x 40.0% Voids 29,237 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft)(%)(cubic-feet)(cubic-feet) 930.00 898 0.0 0 0 931.00 1,760 100.0 1,329 1,329 932.00 2,783 100.0 2,272 3,601 933.00 3,991 100.0 3,387 6,988 934.00 5,404 100.0 4,698 11,685 935.00 6,808 100.0 6,106 17,791 936.00 8,272 100.0 7,540 25,331 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.90 4,650 0 0 928.50 4,650 2,790 2,790 930.00 4,650 6,975 9,765 Device Routing Invert Outlet Devices #1 Primary 928.50'12.0" Round Culvert L= 78.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 928.50' / 926.94' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 935.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 928.50'6.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 927.90'0.060 in/hr Exfiltration over Surface area from 927.90' - 928.50' Excluded Surface area = 4,650 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=927.90' (Free Discharge) 4=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.77 cfs @ 12.53 hrs HW=932.25' (Free Discharge) 1=Culvert (Passes 1.77 cfs of 6.01 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 1.77 cfs @ 9.01 fps) This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 48HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=0.884 ac Peak Elev=932.25' Storage=8,238 cf 8.51 cfs 1.77 cfs 0.00 cfs 1.77 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 49HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.90 4,650 0 928.00 4,650 186 928.10 4,650 372 928.20 4,650 558 928.30 4,650 744 928.40 4,650 930 928.50 4,650 1,116 928.60 4,650 1,302 928.70 4,650 1,488 928.80 4,650 1,674 928.90 4,650 1,860 929.00 4,650 2,046 929.10 4,650 2,232 929.20 4,650 2,418 929.30 4,650 2,604 929.40 4,650 2,790 929.50 4,650 2,976 929.60 4,650 3,162 929.70 4,650 3,348 929.80 4,650 3,534 929.90 4,650 3,720 930.00 5,548 3,906 930.10 5,634 4,000 930.20 5,720 4,103 930.30 5,807 4,214 930.40 5,893 4,334 930.50 5,979 4,463 930.60 6,065 4,600 930.70 6,151 4,746 930.80 6,238 4,900 930.90 6,324 5,063 931.00 6,410 5,235 931.10 6,512 5,416 931.20 6,615 5,607 931.30 6,717 5,809 931.40 6,819 6,021 931.50 6,922 6,243 931.60 7,024 6,475 931.70 7,126 6,718 931.80 7,228 6,970 931.90 7,331 7,233 932.00 7,433 7,507 932.10 7,554 7,791 932.20 7,675 8,087 932.30 7,795 8,396 932.40 7,916 8,716 932.50 8,037 9,049 932.60 8,158 9,394 932.70 8,279 9,751 932.80 8,399 10,119 932.90 8,520 10,500 933.00 8,641 10,894 933.10 8,782 11,300 933.20 8,924 11,720 933.30 9,065 12,154 933.40 9,206 12,603 933.50 9,348 13,066 933.60 9,489 13,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 933.70 9,630 14,033 933.80 9,771 14,538 933.90 9,913 15,058 934.00 10,054 15,591 934.10 10,194 16,138 934.20 10,335 16,700 934.30 10,475 17,275 934.40 10,616 17,865 934.50 10,756 18,469 934.60 10,896 19,086 934.70 11,037 19,718 934.80 11,177 20,363 934.90 11,318 21,023 935.00 11,458 21,697 935.10 11,604 22,385 935.20 11,751 23,088 935.30 11,897 23,805 935.40 12,044 24,537 935.50 12,190 25,284 935.60 12,336 26,045 935.70 12,483 26,821 935.80 12,629 27,612 935.90 12,776 28,417 936.00 12,922 29,237 This document was created by an application that isn’t licensed to use novaPDF. 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MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 50HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Inflow Area =1.604 ac,70.99% Impervious, Inflow Depth = 6.56" for 100y 24hr event Inflow =15.95 cfs @ 12.08 hrs, Volume=0.877 af Outflow =3.40 cfs @ 12.43 hrs, Volume=0.822 af, Atten= 79%, Lag= 20.6 min Discarded =0.00 cfs @ 0.00 hrs, Volume=0.000 af Primary =3.40 cfs @ 12.43 hrs, Volume=0.822 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 935.99' @ 12.43 hrs Surf.Area= 10,112 sf Storage= 18,833 cf Plug-Flow detention time= 147.6 min calculated for 0.822 af (94% of inflow) Center-of-Mass det. time= 122.6 min ( 868.9 - 746.3 ) Volume Invert Avail.Storage Storage Description #1A 932.40'15,025 cf 32.00'W x 316.00'L x 4.60'H Field A 46,515 cf Overall - 8,954 cf Embedded = 37,562 cf x 40.0% Voids #2A 934.50'8,954 cf CMP Round 24 x 135 Inside #1 Effective Size= 24.0"W x 24.0"H => 3.14 sf x 20.00'L = 62.8 cf Overall Size= 24.0"W x 24.0"H x 20.00'L Row Length Adjustment= +10.00' x 3.14 sf x 9 rows 30.00' Header x 3.14 sf x 2 = 188.5 cf Inside 23,978 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 931.00'15.0" Round Culvert L= 34.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 931.00' / 930.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 935.25'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 933.00'6.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 932.40'0.060 in/hr Exfiltration over Surface area from 932.40' - 933.00' Conductivity to Groundwater Elevation = 922.00' Excluded Surface area = 10,112 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=932.40' (Free Discharge) 4=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=3.40 cfs @ 12.43 hrs HW=935.99' (Free Discharge) 1=Culvert (Passes 3.40 cfs of 10.90 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.84 cfs @ 2.93 fps) 3=Orifice/Grate (Orifice Controls 1.57 cfs @ 7.97 fps) This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 51HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD - Chamber Wizard Field A Chamber Model = CMP Round 24 (Round Corrugated Metal Pipe) Effective Size= 24.0"W x 24.0"H => 3.14 sf x 20.00'L = 62.8 cf Overall Size= 24.0"W x 24.0"H x 20.00'L Row Length Adjustment= +10.00' x 3.14 sf x 9 rows 24.0" Wide + 18.0" Spacing = 42.0" C-C Row Spacing 15 Chambers/Row x 20.00' Long +10.00' Row Adjustment +2.00' Header x 2 = 314.00' Row Length +12.0" End Stone x 2 = 316.00' Base Length 9 Rows x 24.0" Wide + 18.0" Spacing x 8 + 12.0" Side Stone x 2 = 32.00' Base Width 25.2" Base + 24.0" Chamber Height + 6.0" Cover = 4.60' Field Height 135 Chambers x 62.8 cf +10.00' Row Adjustment x 3.14 sf x 9 Rows + 30.00' Header x 3.14 sf x 2 = 8,953.5 cf Chamber Storage 46,515.2 cf Field - 8,953.5 cf Chambers = 37,561.7 cf Stone x 40.0% Voids = 15,024.7 cf Stone Storage Chamber Storage + Stone Storage = 23,978.2 cf = 0.550 af Overall Storage Efficiency = 51.5% Overall System Size = 316.00' x 32.00' x 4.60' 135 Chambers 1,722.8 cy Field 1,391.2 cy Stone This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 52HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Inflow Outflow Discarded Primary 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=1.604 ac Peak Elev=935.99' Storage=18,833 cf 15.95 cfs 3.40 cfs 0.00 cfs 3.40 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"2035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 53HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 932.40 10,112 0 932.45 10,112 202 932.50 10,112 404 932.55 10,112 607 932.60 10,112 809 932.65 10,112 1,011 932.70 10,112 1,213 932.75 10,112 1,416 932.80 10,112 1,618 932.85 10,112 1,820 932.90 10,112 2,022 932.95 10,112 2,225 933.00 10,112 2,427 933.05 10,112 2,629 933.10 10,112 2,831 933.15 10,112 3,034 933.20 10,112 3,236 933.25 10,112 3,438 933.30 10,112 3,640 933.35 10,112 3,843 933.40 10,112 4,045 933.45 10,112 4,247 933.50 10,112 4,449 933.55 10,112 4,652 933.60 10,112 4,854 933.65 10,112 5,056 933.70 10,112 5,258 933.75 10,112 5,460 933.80 10,112 5,663 933.85 10,112 5,865 933.90 10,112 6,067 933.95 10,112 6,269 934.00 10,112 6,472 934.05 10,112 6,674 934.10 10,112 6,876 934.15 10,112 7,078 934.20 10,112 7,281 934.25 10,112 7,483 934.30 10,112 7,685 934.35 10,112 7,887 934.40 10,112 8,090 934.45 10,112 8,292 934.50 10,112 8,494 934.55 10,112 8,732 934.60 10,112 8,999 934.65 10,112 9,284 934.70 10,112 9,583 934.75 10,112 9,893 934.80 10,112 10,213 934.85 10,112 10,541 934.90 10,112 10,877 934.95 10,112 11,219 935.00 10,112 11,567 935.05 10,112 11,919 935.10 10,112 12,276 935.15 10,112 12,637 935.20 10,112 13,001 935.25 10,112 13,368 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.30 10,112 13,737 935.35 10,112 14,107 935.40 10,112 14,479 935.45 10,112 14,852 935.50 10,112 15,225 935.55 10,112 15,598 935.60 10,112 15,971 935.65 10,112 16,343 935.70 10,112 16,713 935.75 10,112 17,082 935.80 10,112 17,449 935.85 10,112 17,813 935.90 10,112 18,173 935.95 10,112 18,530 936.00 10,112 18,883 936.05 10,112 19,231 936.10 10,112 19,573 936.15 10,112 19,909 936.20 10,112 20,237 936.25 10,112 20,557 936.30 10,112 20,867 936.35 10,112 21,166 936.40 10,112 21,451 936.45 10,112 21,718 936.50 10,112 21,956 936.55 10,112 22,158 936.60 10,112 22,360 936.65 10,112 22,563 936.70 10,112 22,765 936.75 10,112 22,967 936.80 10,112 23,169 936.85 10,112 23,371 936.90 10,112 23,574 936.95 10,112 23,776 937.00 10,112 23,978 This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 54HydroCAD® 10.00-26 s/n 02202 © 2020 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=25,737 sf 12.67% Impervious Runoff Depth>6.96"Subcatchment PR1A: PR1A - DRAINS TO Tc=6.0 min AMC Adjusted CN=WQ Runoff=0.11 cfs 0.343 af Runoff Area=38,523 sf 54.94% Impervious Runoff Depth>6.96"Subcatchment PR1B: PR1B - DRAINS TO Tc=6.0 min AMC Adjusted CN=WQ Runoff=0.17 cfs 0.513 af Runoff Area=8,482 sf 4.36% Impervious Runoff Depth>6.96"Subcatchment PR2A: PR2A - DRAINS TO Tc=6.0 min AMC Adjusted CN=WQ Runoff=0.04 cfs 0.113 af Runoff Area=69,880 sf 70.99% Impervious Runoff Depth>6.96"Subcatchment PR2B: PR2B - DRAINS TO Tc=6.0 min AMC Adjusted CN=WQ Runoff=0.31 cfs 0.930 af Runoff Area=5,675 sf 0.00% Impervious Runoff Depth>6.96"Subcatchment PR3: PR3 - DRAINS TO Tc=6.0 min AMC Adjusted CN=WQ Runoff=0.02 cfs 0.076 af Inflow=0.28 cfs 0.828 afReach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W Outflow=0.28 cfs 0.828 af Inflow=0.35 cfs 1.055 afReach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD Outflow=0.35 cfs 1.055 af Inflow=0.63 cfs 1.883 afReach PR-TOTAL: PROPOSED TOTAL Outflow=0.63 cfs 1.883 af Peak Elev=928.75' Storage=1,575 cf Inflow=0.17 cfs 0.513 afPond 1P: 1P - ABOVEGROUND FILTRATION Discarded=0.00 cfs 0.000 af Primary=0.17 cfs 0.485 af Outflow=0.17 cfs 0.485 af Peak Elev=933.35' Storage=3,832 cf Inflow=0.31 cfs 0.930 afPond 2P: 2P - UNDERGROUND FILTRATION Discarded=0.00 cfs 0.000 af Primary=0.29 cfs 0.867 af Outflow=0.29 cfs 0.867 af Total Runoff Area = 3.404 ac Runoff Volume = 1.974 af Average Runoff Depth = 6.96" 49.83% Pervious = 1.696 ac 50.17% Impervious = 1.708 ac This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 55HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: PR1A - DRAINS TO LAKE DRIVE W Runoff =0.11 cfs @ 121.26 hrs, Volume=0.343 af, Depth>6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=4 Area (sf)CN Adj Description 3,260 98 98 Paved parking, HSG C 22,477 80 98 >75% Grass cover, Good, HSG D 25,737 Weighted Average 22,477 87.33% Pervious Area 3,260 12.67% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR1A: PR1A - DRAINS TO LAKE DRIVE W Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr SNOWMELT Rainfall=7.20" AMC=4 Runoff Area=25,737 sf Runoff Volume=0.343 af Runoff Depth>6.96" Tc=6.0 min AMC Adjusted CN=WQ 0.11 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 56HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN Runoff =0.17 cfs @ 121.26 hrs, Volume=0.513 af, Depth>6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=4 Area (sf)CN Adj Description 21,163 98 98 Paved parking, HSG C 17,360 80 98 >75% Grass cover, Good, HSG D 38,523 Weighted Average 17,360 45.06% Pervious Area 21,163 54.94% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR1B: PR1B - DRAINS TO ABOVE GROUND FILTRATION BASIN Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr SNOWMELT Rainfall=7.20" AMC=4 Runoff Area=38,523 sf Runoff Volume=0.513 af Runoff Depth>6.96" Tc=6.0 min AMC Adjusted CN=WQ 0.17 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 57HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2A: PR2A - DRAINS TO PRIVATE ROAD (WEST) Runoff =0.04 cfs @ 121.26 hrs, Volume=0.113 af, Depth>6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=4 Area (sf)CN Adj Description 370 98 98 Paved parking, HSG C 8,112 80 98 >75% Grass cover, Good, HSG D 8,482 Weighted Average 8,112 95.64% Pervious Area 370 4.36% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR2A: PR2A - DRAINS TO PRIVATE ROAD (WEST) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr SNOWMELT Rainfall=7.20" AMC=4 Runoff Area=8,482 sf Runoff Volume=0.113 af Runoff Depth>6.96" Tc=6.0 min AMC Adjusted CN=WQ 0.04 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 58HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2B: PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN Runoff =0.31 cfs @ 121.26 hrs, Volume=0.930 af, Depth>6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=4 Area (sf)CN Adj Description 49,611 98 98 Paved parking, HSG C 20,269 80 98 >75% Grass cover, Good, HSG D 69,880 Weighted Average 20,269 29.01% Pervious Area 49,611 70.99% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR2B: PR2B - DRAINS TO UNDERGROUN FILTRATION BASIN Runoff 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 Snowmelt_10d_100yr SNOWMELT Rainfall=7.20" AMC=4 Runoff Area=69,880 sf Runoff Volume=0.930 af Runoff Depth>6.96" Tc=6.0 min AMC Adjusted CN=WQ 0.31 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 59HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR3: PR3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff =0.02 cfs @ 121.26 hrs, Volume=0.076 af, Depth>6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=4 Area (sf)CN Adj Description 0 98 98 Paved parking, HSG C 5,675 80 98 >75% Grass cover, Good, HSG D 5,675 Weighted Average 5,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment PR3: PR3 - DRAINS TO PRIVATE ROAD (SOUTH) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr SNOWMELT Rainfall=7.20" AMC=4 Runoff Area=5,675 sf Runoff Volume=0.076 af Runoff Depth>6.96" Tc=6.0 min AMC Adjusted CN=WQ 0.02 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 60HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.475 ac,38.01% Impervious, Inflow Depth > 6.73" for SNOWMELT event Inflow =0.28 cfs @ 121.30 hrs, Volume=0.828 af Outflow =0.28 cfs @ 121.30 hrs, Volume=0.828 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-DA1: PR-DA1 - DRAIN TO LAKE DRIVE W Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.475 ac 0.28 cfs 0.28 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 61HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.929 ac,59.47% Impervious, Inflow Depth > 6.57" for SNOWMELT event Inflow =0.35 cfs @ 121.46 hrs, Volume=1.055 af Outflow =0.35 cfs @ 121.46 hrs, Volume=1.055 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-DA2: PR-DA2 - DRAINS TO PRIVATE ROAD Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.929 ac 0.35 cfs 0.35 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 62HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Reach PR-TOTAL: PROPOSED TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area =3.404 ac,50.17% Impervious, Inflow Depth > 6.64" for SNOWMELT event Inflow =0.63 cfs @ 121.34 hrs, Volume=1.883 af Outflow =0.63 cfs @ 121.34 hrs, Volume=1.883 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Reach PR-TOTAL: PROPOSED TOTAL 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=3.404 ac 0.63 cfs 0.63 cfs This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 63HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Inflow Area =0.884 ac,54.94% Impervious, Inflow Depth > 6.96" for SNOWMELT event Inflow =0.17 cfs @ 121.26 hrs, Volume=0.513 af Outflow =0.17 cfs @ 121.43 hrs, Volume=0.485 af, Atten= 2%, Lag= 10.5 min Discarded =0.00 cfs @ 0.00 hrs, Volume=0.000 af Primary =0.17 cfs @ 121.43 hrs, Volume=0.485 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 928.75' @ 121.43 hrs Surf.Area= 4,650 sf Storage= 1,575 cf Plug-Flow detention time= 738.0 min calculated for 0.485 af (95% of inflow) Center-of-Mass det. time= 377.8 min ( 7,758.6 - 7,380.8 ) Volume Invert Avail.Storage Storage Description #1 930.00'25,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 927.90'3,906 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,765 cf Overall x 40.0% Voids 29,237 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft)(%)(cubic-feet)(cubic-feet) 930.00 898 0.0 0 0 931.00 1,760 100.0 1,329 1,329 932.00 2,783 100.0 2,272 3,601 933.00 3,991 100.0 3,387 6,988 934.00 5,404 100.0 4,698 11,685 935.00 6,808 100.0 6,106 17,791 936.00 8,272 100.0 7,540 25,331 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.90 4,650 0 0 928.50 4,650 2,790 2,790 930.00 4,650 6,975 9,765 Device Routing Invert Outlet Devices #1 Primary 928.50'12.0" Round Culvert L= 78.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 928.50' / 926.94' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 935.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 928.50'6.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 927.90'0.060 in/hr Exfiltration over Surface area from 927.90' - 928.50' Excluded Surface area = 4,650 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=927.90' (Free Discharge) 4=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.16 cfs @ 121.43 hrs HW=928.75' (Free Discharge) 1=Culvert (Passes 0.16 cfs of 0.22 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.16 cfs @ 1.69 fps) This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 64HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.884 ac Peak Elev=928.75' Storage=1,575 cf 0.17 cfs 0.17 cfs 0.00 cfs 0.17 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 65HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 1P - ABOVEGROUND FILTRATION BASIN 1 - DRAINS TO PRIVATE ROAD Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.90 4,650 0 928.00 4,650 186 928.10 4,650 372 928.20 4,650 558 928.30 4,650 744 928.40 4,650 930 928.50 4,650 1,116 928.60 4,650 1,302 928.70 4,650 1,488 928.80 4,650 1,674 928.90 4,650 1,860 929.00 4,650 2,046 929.10 4,650 2,232 929.20 4,650 2,418 929.30 4,650 2,604 929.40 4,650 2,790 929.50 4,650 2,976 929.60 4,650 3,162 929.70 4,650 3,348 929.80 4,650 3,534 929.90 4,650 3,720 930.00 5,548 3,906 930.10 5,634 4,000 930.20 5,720 4,103 930.30 5,807 4,214 930.40 5,893 4,334 930.50 5,979 4,463 930.60 6,065 4,600 930.70 6,151 4,746 930.80 6,238 4,900 930.90 6,324 5,063 931.00 6,410 5,235 931.10 6,512 5,416 931.20 6,615 5,607 931.30 6,717 5,809 931.40 6,819 6,021 931.50 6,922 6,243 931.60 7,024 6,475 931.70 7,126 6,718 931.80 7,228 6,970 931.90 7,331 7,233 932.00 7,433 7,507 932.10 7,554 7,791 932.20 7,675 8,087 932.30 7,795 8,396 932.40 7,916 8,716 932.50 8,037 9,049 932.60 8,158 9,394 932.70 8,279 9,751 932.80 8,399 10,119 932.90 8,520 10,500 933.00 8,641 10,894 933.10 8,782 11,300 933.20 8,924 11,720 933.30 9,065 12,154 933.40 9,206 12,603 933.50 9,348 13,066 933.60 9,489 13,542 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 933.70 9,630 14,033 933.80 9,771 14,538 933.90 9,913 15,058 934.00 10,054 15,591 934.10 10,194 16,138 934.20 10,335 16,700 934.30 10,475 17,275 934.40 10,616 17,865 934.50 10,756 18,469 934.60 10,896 19,086 934.70 11,037 19,718 934.80 11,177 20,363 934.90 11,318 21,023 935.00 11,458 21,697 935.10 11,604 22,385 935.20 11,751 23,088 935.30 11,897 23,805 935.40 12,044 24,537 935.50 12,190 25,284 935.60 12,336 26,045 935.70 12,483 26,821 935.80 12,629 27,612 935.90 12,776 28,417 936.00 12,922 29,237 This document was created by an application that isn’t licensed to use novaPDF. 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Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 66HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Inflow Area =1.604 ac,70.99% Impervious, Inflow Depth > 6.96" for SNOWMELT event Inflow =0.31 cfs @ 121.26 hrs, Volume=0.930 af Outflow =0.29 cfs @ 121.60 hrs, Volume=0.867 af, Atten= 5%, Lag= 20.5 min Discarded =0.00 cfs @ 0.00 hrs, Volume=0.000 af Primary =0.29 cfs @ 121.60 hrs, Volume=0.867 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 933.35' @ 121.60 hrs Surf.Area= 10,112 sf Storage= 3,832 cf Plug-Flow detention time= 923.1 min calculated for 0.867 af (93% of inflow) Center-of-Mass det. time= 480.0 min ( 7,860.8 - 7,380.8 ) Volume Invert Avail.Storage Storage Description #1A 932.40'15,025 cf 32.00'W x 316.00'L x 4.60'H Field A 46,515 cf Overall - 8,954 cf Embedded = 37,562 cf x 40.0% Voids #2A 934.50'8,954 cf CMP Round 24 x 135 Inside #1 Effective Size= 24.0"W x 24.0"H => 3.14 sf x 20.00'L = 62.8 cf Overall Size= 24.0"W x 24.0"H x 20.00'L Row Length Adjustment= +10.00' x 3.14 sf x 9 rows 30.00' Header x 3.14 sf x 2 = 188.5 cf Inside 23,978 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 931.00'15.0" Round Culvert L= 34.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 931.00' / 930.50' S= 0.0147 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 935.25'12.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 933.00'6.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 932.40'0.060 in/hr Exfiltration over Surface area from 932.40' - 933.00' Conductivity to Groundwater Elevation = 922.00' Excluded Surface area = 10,112 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=932.40' (Free Discharge) 4=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.29 cfs @ 121.60 hrs HW=933.35' (Free Discharge) 1=Culvert (Passes 0.29 cfs of 6.84 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 0.29 cfs @ 2.01 fps) This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 67HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD - Chamber Wizard Field A Chamber Model = CMP Round 24 (Round Corrugated Metal Pipe) Effective Size= 24.0"W x 24.0"H => 3.14 sf x 20.00'L = 62.8 cf Overall Size= 24.0"W x 24.0"H x 20.00'L Row Length Adjustment= +10.00' x 3.14 sf x 9 rows 24.0" Wide + 18.0" Spacing = 42.0" C-C Row Spacing 15 Chambers/Row x 20.00' Long +10.00' Row Adjustment +2.00' Header x 2 = 314.00' Row Length +12.0" End Stone x 2 = 316.00' Base Length 9 Rows x 24.0" Wide + 18.0" Spacing x 8 + 12.0" Side Stone x 2 = 32.00' Base Width 25.2" Base + 24.0" Chamber Height + 6.0" Cover = 4.60' Field Height 135 Chambers x 62.8 cf +10.00' Row Adjustment x 3.14 sf x 9 Rows + 30.00' Header x 3.14 sf x 2 = 8,953.5 cf Chamber Storage 46,515.2 cf Field - 8,953.5 cf Chambers = 37,561.7 cf Stone x 40.0% Voids = 15,024.7 cf Stone Storage Chamber Storage + Stone Storage = 23,978.2 cf = 0.550 af Overall Storage Efficiency = 51.5% Overall System Size = 316.00' x 32.00' x 4.60' 135 Chambers 1,722.8 cy Field 1,391.2 cy Stone This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 68HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Inflow Outflow Discarded Primary 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=1.604 ac Peak Elev=933.35' Storage=3,832 cf 0.31 cfs 0.29 cfs 0.00 cfs 0.29 cfs This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Snowmelt_10d_100yr SNOWMELT Rainfall=7.20", AMC=42035-1 PROPOSED Printed 12/4/2020Prepared by {enter your company name here} Page 69HydroCAD® 10.00-26 s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: 2P - UNDERGROUND FILTRATION BASIN 2 - DRAINS TO PRIVATE ROAD Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 932.40 10,112 0 932.45 10,112 202 932.50 10,112 404 932.55 10,112 607 932.60 10,112 809 932.65 10,112 1,011 932.70 10,112 1,213 932.75 10,112 1,416 932.80 10,112 1,618 932.85 10,112 1,820 932.90 10,112 2,022 932.95 10,112 2,225 933.00 10,112 2,427 933.05 10,112 2,629 933.10 10,112 2,831 933.15 10,112 3,034 933.20 10,112 3,236 933.25 10,112 3,438 933.30 10,112 3,640 933.35 10,112 3,843 933.40 10,112 4,045 933.45 10,112 4,247 933.50 10,112 4,449 933.55 10,112 4,652 933.60 10,112 4,854 933.65 10,112 5,056 933.70 10,112 5,258 933.75 10,112 5,460 933.80 10,112 5,663 933.85 10,112 5,865 933.90 10,112 6,067 933.95 10,112 6,269 934.00 10,112 6,472 934.05 10,112 6,674 934.10 10,112 6,876 934.15 10,112 7,078 934.20 10,112 7,281 934.25 10,112 7,483 934.30 10,112 7,685 934.35 10,112 7,887 934.40 10,112 8,090 934.45 10,112 8,292 934.50 10,112 8,494 934.55 10,112 8,732 934.60 10,112 8,999 934.65 10,112 9,284 934.70 10,112 9,583 934.75 10,112 9,893 934.80 10,112 10,213 934.85 10,112 10,541 934.90 10,112 10,877 934.95 10,112 11,219 935.00 10,112 11,567 935.05 10,112 11,919 935.10 10,112 12,276 935.15 10,112 12,637 935.20 10,112 13,001 935.25 10,112 13,368 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 935.30 10,112 13,737 935.35 10,112 14,107 935.40 10,112 14,479 935.45 10,112 14,852 935.50 10,112 15,225 935.55 10,112 15,598 935.60 10,112 15,971 935.65 10,112 16,343 935.70 10,112 16,713 935.75 10,112 17,082 935.80 10,112 17,449 935.85 10,112 17,813 935.90 10,112 18,173 935.95 10,112 18,530 936.00 10,112 18,883 936.05 10,112 19,231 936.10 10,112 19,573 936.15 10,112 19,909 936.20 10,112 20,237 936.25 10,112 20,557 936.30 10,112 20,867 936.35 10,112 21,166 936.40 10,112 21,451 936.45 10,112 21,718 936.50 10,112 21,956 936.55 10,112 22,158 936.60 10,112 22,360 936.65 10,112 22,563 936.70 10,112 22,765 936.75 10,112 22,967 936.80 10,112 23,169 936.85 10,112 23,371 936.90 10,112 23,574 936.95 10,112 23,776 937.00 10,112 23,978 This document was created by an application that isn’t licensed to use novaPDF. 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Civil Site Group - Stormwater Calculations Area [SF]CN Value Area [SF]CN Value Area [SF]CN Value EX1 4,271 98 47897 61 52168 64 EX2 0 98 77,029 61 77029 61 EX3 0 98 19,100 61 19100 61 Area [SF]CN Value Area [SF]CN Value Area [SF]CN Value PR1A 3260 98 22477 61 25737 66 PR1B 21163 98 17360 61 38523 81 PR2A 370 98 8112 61 8482 63 PR2B 49611 98 20269 61 69880 87 PR3 0 98 5675 61 5675 61 Impervious [SF]Impervious [AC]Pervious [SF]Pervious [AC]Total [SF]Total [AC] Existing Site 4,271 0.10 144026 3.31 148297 3.40 Proposed Site 74404 1.71 73893 1.70 148297 3.40 2-YR [2.87"]10-YR [4.27"]100-YR [7.41"]10-DAY SNOWMELT [7.20"] DA1 (EX1)2.63 5.19 10.38 0.23 DA2 (EX2 + EX3)4.46 9.13 18.76 0.42 TOTAL 7.09 14.32 29.14 0.65 2-YR [2.87"]10-YR [4.27"]100-YR [7.41"]10-DAY SNOWMELT [7.20"] DA1 (PR1A + PR1B)1.95 3.55 6.67 0.28 DA2 (PR2A + PR2B + PR3)1.32 2.36 4.17 0.35 TOTAL 3.27 5.92 10.82 0.63 Overall Stormwater Rate Summary 2-Year Event 7.09 3.27 10-Year Event 14.32 5.92 100-Year Event 29.14 10.82 10-Day Snowmelt 0.65 0.63 Stormwater Volume Summary New Impv. Area (sf)Required Volume (cf) PR1A 3260 149 PR1B 21163 970 PR2A 370 17 PR2B 49611 2274 PR3 0 0 TOTAL 74404 3410 Inf. Area (sf)Assoc. Inf. Height (ft)Drawdown Time (h) Filtration Basin 1P 1104 4600 0.24 48.00 Underground Filtration Basin 2P 2427 10112 0.24 48.00 TOTAL 3531 Stormwater Quality Summary TSS Removal 92.7 TP Removal 85.1 Drainage Area Stormwater Rate Summary Drainage Area Site Area Summary Existing Rate (cfs) Proposed Conditions Rate (cfs) Powers Ridge Apartments Pervious Area Total Area Existing Conditions Proposed Conditions Drainage Area Impervious Area Total AreaImpervious AreaDrainage Area Pervious Area Proposed BMP Area Provided Vol (cf) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Drawdown Time Calculations (0.8"/Hour) Required Infiltration Vol. Summary Infiltration Volume = 0.55"*Dist. Impv. Area Drainage Area This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 Stormwater Best Management Practices (BMPs) Inspections and Maintenance Plan Project Name: Lake Place CSG Project Number 20351 Project Owner: TPS Holding LLC Property Address: 1361 Lake Drive W Chanhassen, MN 55317 Date: 12/4/2020 Maintenance Contact Person/Property Owner: TBD This Operation and Maintenance Plan has been prepared by Civil Site Group. Matthew R. Pavek PE, License No. 44263 Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 Table of Contents: 1. Summary Narrative 2. BMP Location Map 3. BMP Inspection Activities 4. BMP Maintenance Activities 5. BMP Inspection and Maintenance Report Introduction: Stormwater treatment for this site is accomplished by implementing a Filtration Basin (hereafter referred to as the “system” or “basin ”). The system for this project is directing the project stormwater runoff via surface drainage and storm sewer piping from rain events to a surface and underground filtration basin on the north and south side of the site. The stormwater leaves the basin via drain tile at the bottom of the basin then it is discharged into the city’s existing stormwater sewer system. This basin is designed to provide water quality treatment and meet rate control requirements of Riley Purgatory Bluff Creek Watershed District. Need for Inspection and Maintenance : The stormwater system is the first line of defense from conveying pollutants downstream into city storm sewer and public water ways, worsening water quality. The purpose of regular inspection and maintenance is to ensure the proper operation of the system and the overall storm system. Regular maintenance of the system and all its components is required to achieve the water quality objective. This Operations and Maintenance plan requires annual inspections, at a minimum. Maintenance activities required for each flagged inspectio n item are required to be completed within 7 days following any inspection. Responsibility following construction/completion: Upon installation of the approved system, the property manager assumes responsibility and all costs associated with the system’s long-term operation and maintenance. The following document is a guide to the inspection and maintenance of the system. NOPARKING NOPARKINGOUTLET CONTROLSTRUCTUREFILTRATION BASIN 1UNDERGROUNDFILTRATION BASIN 2CBMH 3CBMH 2CBMH 4Project Number:Issue Date:Revision Number:Revision Date:4931 W. 35TH ST., #200ST. LOUIS PARK, MN 55416952.250.2003 / 763.213.394www.CivilSiteGroup.com01" = 50'-0"50'-0"25'-0"N1361 LAKE DRIVE W. CHANHASSEN, MN 55317ATTACHMENT A.2035112/4/2020.. Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 3. Inspection Activities (Filtration Basin): ** For additional information, see the MPCA Stormwater Manual, 2005 http://www.pca.state.mn.us/water/stormwater/stormwater-manual.html Inspec tion Ac tivity Recommended Inspec tion Fr equency Outcomes/Ac tions 1. Ensure that contributing area, facility, inlets, and outlets are clear of debris. Monthly and following large storm events Notify maintenance staff/contractor of need for debris removal (See Maintenance Activity 1). 2. Ensure that the contributing area is stabilized and mowed, with clippings removed. Monthly Notify maintenance staff of need for clipping removal (See Maintenance Activity 2). 3. Ensure that activities in the drainage area minimize oil/grease and sediment entry to the system. Monthly Notify maintenance staff/contractor of need for oil removal (See Maintenance Activity 3). 4. Inspect inlets, outlets, sumps, catch basins and overflow spillway to ensure good condition and no evidence of erosion or sediment deposits. As applicable. Annually Notify maintenance staff/contractor of need for repair (See Maintenance Activity 4). 5. Check to see that the basin bed is clean of sediment Biannually and following large storm events Notify maintenance staff/contractor of need for sediment removal (See Maintenance Activity 5). 6. Stabilize any eroded areas. Annually Notify maintenance staff/contractor of need for erosion control (See Maintenance Activity 6). 7.Inspect plant material in the basin for health, damage, and plant coverage. If applicable. Annually Notify maintenance staff/contractor of needed replanting (See Maintenance Activity 7). Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 4. Maintenance Activities (Filtration Basin): Mai ntenance Ac tivity Frequenc y Procedure Maintenance By 1. Trash and debris removal As needed per inspection. Remove trash and debris from in and around basin. By owner unless designated 2. Clipping removals As needed per inspection. Remove clippings around basin and mow surrounding areas identified per inspection. By owner unless designated 3. Oil removal As needed per inspection. Remove oil from water surface as identified per inspection. By owner unless designated 4. Inlets, outlets, sumps, catch basins and overflow spillway repair As needed per inspection. Repair impacted inlet, outlet and/or overflow spillway per original plans By owner unless designated 5. Sediment removal in filtration system Every 6 months or when sediment accumulation exceeds 3” in the bottom of the basin. Remove accumulated sediment from basin per original plans By owner unless designated 6. Erosion stabilization As needed per inspection. Repair identified eroded area per original plans. By owner unless designated 7. Plant replacement, if applicable As needed per inspection. Remove damaged or dead plant material from basin. Replant identified plant species/seed mix per original plans. By owner unless designated ** For additional in formation, see the MPCA Stormwa ter Manual, 2005 http://www.pca.state.mn.us/water/stormwa ter/stormwa ter-manual.html Local Maintenance Contractors: Charlie Wilson Minnesota Utilities & Excavating (651) 464-5532 charlie@mnue.net Jesse Wilcox Carl Bolander and Sons (651) 224-6299 jesse@bolander.com Mike Waldenburg David’s Hydro Vac (651) 207-6134 mikew@davidshydrovac.com Matt Miklya Valley-Rich Co., Inc. (952) 448-3002 matt@valleyrich.com Maintenance Underground storm water detention and retention systems should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size or configuration of the system. Inspection Inspection is the key to effective maintenance and is easily performed. CONTECH recommends ongoing quarterly inspections of the accumulated sediment. Sediment deposition and transport may vary from year to year and quarterly inspections will help insure that systems are cleaned out at the appropriate time. Inspections should be performed more often in the winter months in climates where sanding operations may lead to rapid accumulations, or in equipment washdown areas. It is very useful to keep a record of each inspection. A sample inspection log is included for your use. Systems should be cleaned when inspection reveals that accumulated sediment or trash is clogging the discharge orifice. CONTECH suggests that all systems be designed with an access/inspection manhole situated at or near the inlet and the outlet orifice. Should it be necessary to get inside the system to perform maintenance activities, all appropriate precautions regarding confined space entry and OSHA regulations should be followed. Cleaning Maintaining an underground detention or retention system is easiest when there is no flow entering the system. For this reason, it is a good idea to schedule the cleanout during dry weather. Accumulated sediment and trash can typically be evacuated through the manhole over the outlet orifice. If maintenance is not performed as recommended, sediment and trash may accumulate in front of the outlet orifice. Manhole covers should be securely seated following cleaning activities. SALS3051 Underground Detention Inspection and Maintenance, SH, 4/4/2018 TrueNorth Steel Underground Detention and Retention Inspection and Maintenance Recommendations SECTION 1 –GENERAL A. Even though common CMP stormwater management systems are designed to be self-operating without the need for maintenance personnel involved in day-to-day operations, it is still critical that the system is inspected and maintained at regular intervals. B. Underground detention systems are primarily designed to control storm water quantity. Water quality benefits from detention systems alone occur primarily through the settling out of suspended solids in the detention chamber prior to the discharge of stormwater. It is recommended that hydrodynamic separators or isolations forebays are incorporated into the design of the stormwater BMP to better isolate and collect contaminates and sediment which will greatly decrease future maintenance costs. SECTION 2 – INSPECTION FREQUENCY A. Inspection is the most important factor in safeguarding the performance of a CMP stormwater system. TrueNorth Steel recommends arranged quarterly inspections to ensure performance and longevity. B. The frequency of visual inspections can be scaled back if it becomes clear that they are not needed but it is recommended that no more than one year transpires between inspections. a. Minimum inspection frequencies should not be lessen if the location is prone to recurrent flooding events, subject to extreme amounts of sediment, leaf litter, or debris, or if the system is installed in a climate where sanding or salting operations occur. C. To ensure that the operation and capacity of the stormwater BMP continues to function as designed, particular attention during visual inspection of the stormwater facility should be directed toward sedimentation levels, debris, oil, hydrocarbons, and foreign materials. All inlets and outlets should be examined during each inspection. D. If during any visual inspection it becomes clear that an inlet or outlet is clogged or becoming restricted by accumulated sediment or debris, it is critical to schedule maintenance immediately to prevent further repercussions. E. It is recommended that if the accumulated sediment depth exceeds 10% of the diameter (or rise) of the system exists for more than ½ of the length of the chamber or 15% of the diameter (or rise) accumulates in any location, maintenance should be scheduled. SECTION 3 – MAINTENANCE METHODS A. Underground CMP stormwater systems are most easily maintained after a dry spell and when there is no flow entering the system. Maintenance is also most easily performed through the use of a vacuum truck and high pressure water to free and remove accumulated debris. B. It is recommended that the entire circumference of a system is rinsed out annually soon after the spring thaw in environments where salting agents may accumulate inside of the pipe. C. Amassed sediment, trash, or debris is most commonly removed through manholes or cleanouts designed into the system. It is common practice that access points or cleanout ports are located near where primary inlets/outlet orifices or isolation weirs are placed. D. In the event that entrance into the system is required, applicable precautions regarding confined space entry and OSHA protocols should be reviewed and followed. E. All removed sediment and debris must be tested for hazardous characteristics and be properly disposed of and all covers and grates shall be securely replaced following inspection and/or cleaning activities. SECTION 4 – DOCUMENTATION A. Inspection and maintenance logs are to be kept onsite for the life of the system as they serve as a record, assist in the scheduling of future I &M occurrences and can be used to monitor potential concerns. B. Inspection and maintenance logs should be signed and dated by the associated personnel performing the work and the next scheduled occurrence should be noted. CIVIL SITE GROUP INC. 4931 WEST 35TH STREET, SUITE 200 ST.LOUIS PARK, MINNESOTA 55416 763.213.3944 WWW.CIVILSITEGROUP.COM Please complete this inspection record for the referenced property. Retain the original for your fi les. 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A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Eight (8) soil borings were completed for this project that generally encountered about 1 to 1 ½ feet of topsoil at the surface that was underlain mostly by native glacial till deposits that extended to the termination depths of the borings. The exception being boring SB-6, which encountered about 7 feet of Fill and buried topsoil and then underlain by native glacial soils. Groundwater was encountered in three (3) of the eight (8) borings at depths ranging from 14 to 30 feet below the ground surface. We generally do not anticipate groundwater will be encountered during construction. The vegetation, topsoil, Fill and buried topsoil are not suitable for foundation, pavement or utility support and will need to be removed from below these areas and oversize areas and replaced with suitable compacted engineered fill. Since the proposed apartment complex will likely include a lower parking level then removal of these materials will likely be incidental to construction. It is our opinion the underlying native glacial soils are generally suitable for foundation support and with the building pad prepared as recommended it is our opinion that the development can be supported on typical frost depth footings designed for a net allowable soil bearing pressure up to 3,000 pounds per square foot (psf). 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 612-729-2959. Sincerely, Haugo GeoTechnical Services Jesse Miller, E.I.T. Paul Gionfriddo, P.E. Staff Engineer Senior Engineer 2 GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Chanhassen Senior Apartments 1361 Lake Drive West Chanhassen, Minnesota PREPARED FOR: Ador Homes 350 Highway 7, Suite 218 Excelsior, MN 55331 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 20-0970 November 23, 2020 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 3 Table of Contents 1.0 INTRODUCTION 4 1.1 Project Description 4 1.2 Purpose 4 1.3 Site Description 4 1.4 Scope of Services 4 1.5 Documents Provided 4 1.6 Locations and Elevations 5 2.0 FIELD PROCEDURES 5 3.0 RESULTS 6 3.1 Soil Conditions 6 3.2 Groundwater 6 3.3 Laboratory Testing 7 3.4 OSHA Soil Classification 8 4.0 DISCUSSION AND RECOMMENDATIONS 8 4.1 Proposed Construction 8 4.2 Discussion 9 4.3 Site Grading Recommendations 10 4.4 Dewatering 11 4.5 Interior Slabs 11 4.6 Below Grade Walls 12 4.7 Exterior Slabs 13 4.8 Site Grading and Drainage 13 4.9 Utilities 13 4.10 Pavements 14 4.11 Materials and Compaction 15 5.0 CONSTRUCTION CONSIDERATIONS 15 5.1 Excavation 15 5.2 Observations 16 5.3 Backfill and Fills 16 5.4 Testing 16 5.5 Winter Construction 16 6.0 PROCEDURES 16 6.1 Soil Classification 16 6.2 Groundwater Observations 16 7.0 GENERAL 17 7.1 Subsurface Variations 17 7.2 Review of Design 17 7.3 Groundwater Fluctuations 17 7.4 Use of Report 17 7.5 Level of Care 18 APPENDIX Boring Location Sketch, Figure 1 Soil Boring Logs, SB-1 thru SB-8 Descriptive Terminology 4 1.0 INTRODUCTION 1.1 Project Description Ador Homes is preparing to construct the Chanhassen Senior Apartments at 1361 Lake Drive West in Chanhassen Minnesota. We understand the apartment complex will include three above grade levels for living spaces and one level of underground parking. The project will also include the associated underground utilities, surface parking lots and drive lanes. 1.2 Purpose Ador Homes retained Haugo Geotechnical Services (HGTS) to perform a geotechnical exploration the purpose of which was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation and pavement design and construction. 1.3 Site Description The project site consisted of a single, vacant parcel totaling about 3.68-acres in size located at 1361 Lake Drive West in Chanhassen, Minnesota. Based on a property survey, delineated wetland(s) exist on west side of the site and a bituminous parking lots exist in the southeast quadrant of the site. The ground surface was generally covered with tall grasses and weeds and the topography of the site varied with ground surface elevations at the soil boring locations ranging from about 934 ½ to 945 ½ feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services (HGTS) proposal 20-0970 dated October 28, 2020. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: • Completing eight (8) standard penetration test (SPT) soil borings, each extending to nominal a depth of 35 feet. • Sealing the borings in accordance with Minnesota Department of Health requirements. • Obtaining GPS coordinates and ground surface elevations at the soil boring locations. • Visually/manually classifying samples recovered from the soil borings. • Performing laboratory tests on selected 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 design and construction. 1.5 Documents Provided We were provided an “Existing Survey” (Survey) of the property that was prepared by Advance Survey & Engineering Co. and dated November 9, 2020. In general, the survey 5 showed a layout of the property including but not limited to; the property boundaries, topographic contours, utilities and the soil boring locations. We were provided with a “Site Plan” prepared by Kaas Wilson Architects. The Site Plan was dated March 12, 2020 with the latest revisions made on April 3, 2020. The Site Plan outlined the respective structures for the proposed project site and contained Floor Plans for the three above-ground levels and the below grade parking level. We were also provided with a “Site Plan” prepared by Loucks Associates dated May 11, 2016. The plans contained a page displaying the overall layout of the proposed Senior Apartments building along with the proposed soil boring locations, and another page containing an existing conditions survey of the project site. A Carver County map was also provided that was dated February 27, 2020. The document contained the property address, market value estimates, and parcel information. Other than the documents described above, specific architectural, structural or civil plans were not available at the time of this geotechnical evaluation. 1.6 Locations and Elevations The soil boring locations were selected and staked/flagged in the field by Ador Homes. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The sketch was prepared by HGTS using the “Existing Survey” as a base. Ground surface elevations at the boring locations were provided by Advance Surveying & Engineering Co. 2.0 FIELD PROCEDURES Eight (8) standard penetration test borings were advanced on October 30 and November 2, 2020 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 logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. Field logs of each boring was prepared by HGTS. 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 represents an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. 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 6 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 borings. 3.0 RESULTS 3.1 Soil Conditions At the surface, the soil borings encountered about 1 to 1 ½ feet of topsoil consisting of silty clay and sandy lean clay which were black and dark brown in color and contained a few roots. The exception being boring SB-6, which encountered about 4 ½ feet of sandy lean clay Fill overlaying about 2 ½ feet of buried topsoil that extended to a depth of about 7 feet below the ground surface. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the Fill was 7 bpf, indicating it had a medium consistency. Below the topsoil, Fill and buried topsoil, the soil borings encountered a variety of native glacial till soils that extended to the termination depths of the borings. The glacial till soils consisted predominantly of sandy lean clay, lean clay, silty clay but also included clayey sand, silty sand, poorly graded sand and poorly graded sand with silt. The sandier soils (silty sand, poorly graded sand and poorly graded sand with silt) generally appeared as relatively thin layers between the clayey glacial till or were encountered at depth in the boring. The native glacial till soils contained varying amounts of gravel and were brown and gray in color. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the native clayey glacial till clay soils ranged from 5 to 32 bpf, indicating the clayey soils had a rather soft to very stiff consistency. N-Values within the native sandy glacial till soils ranged from 8 to 44 bpf, indicating a loose to dense relative density. 3.2 Groundwater Groundwater was encountered in borings SB-3, SB-4, and SB-5 while drilling and sampling at depths ranging from about 14 to 30 feet below the ground surface, corresponding to elevations ranging from about 906 ½ to 921 ½ feet MSL. We generally do not anticipate that groundwater will be encountered during construction. Table 1 summarizes the observed water levels. 7 Table 1. Observed Water Level Boring Number Ground Surface Elevation (feet) Approximate Depth to Water (feet) Approximate Water Elevation (feet)1 SB-1 934.7 NE - Sb-2 939.0 NE - SB-3 936.3 30 906 ½ SB-4 940.7 29 911 ½ SB-5 935.5 14 921 ½ SB-6 944.7 NE - SB-7 945.4 NE - SB-8 934.5 NE - Note 1: Water levels were rounded to the nearest ½ foot. NE = Not Encountered 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 of soils encountered, it is possible that insufficient time was available for groundwater to seep into the borings 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. 3.3 Laboratory Testing Laboratory moisture content tests were performed on selected samples recovered from the soil borings. Table 2 below summarizes the results of the laboratory tests. Results of the moisture content tests are also shown on the boring logs adjacent to the sample tested. Table 2. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%) * SB-1 SS-2 2 ½ 19 SB-1 SS-4 7 ½ 17 ½ SB-1 SS-6 12 ½ 19 SB-2 SS-14 5 17 SB-2 SS-17 12 ½ 17 ½ SB-3 SS-24 2 ½ 21 SB-3 SS-26 7 ½ 20 ½ SB-3 SS-28 12 ½ 20 ½ SB-4 SS-36 5 18 ½ SB-4 SS-37 7 ½ 16 ½ SB-4 SS-39 12 ½ 24 ½ SB-5 SS-47 5 25 SB-5 SS-49 10 21 SB-5 SS-50 12 ½ 27 SB-6 SS-59 7 ½ 27 SB-6 SS-61 12 ½ 32 8 SB-7 SS-69 5 29 ½ SB-7 SS-72 12 ½ 18 SB-8 SS-81 5 18 ½ SB-8 SS-84 12 ½ 17 ½ *Moisture content values rounded to the nearest ½ percent. 3.4 OSHA Soil Classification The soil borings predominantly encountered clayey soils consisting of sandy lean clay, lean clay but also encountered layers of clayey sand, silty sand, poorly graded sand and poorly graded sand with silt. The clayey soils (sandy lean clay, lean clay and silty clay) generally correspond to the ASTM Classifications of CL and CL-ML and will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. The sandy soils (clayey sand, silty sand, poorly graded sand and poorly graded sand with silt) generally correspond to the ASTM Classifications SC, SM, SP and SP-SM, respectively, and will generally be Type C soils under OSHA guidelines. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Based on the plans provided, we understand the project will include constructing a 3-story apartment building that will have 1 below grade level for parking along with the associated drive lanes, surface parking lots and underground utilities. We were not provided any structural, architectural or civil engineering information regarding the proposed apartment building. For the purposes of this evaluation we assume that below grade construction will likely consist of cast in-place concrete or concrete masonry block (CMU) foundation walls supported on cast in-place concrete footings. We further anticipate below grade construction will consist of precast concrete columns and beams with pre-cast concrete planks across the garage. The upper level floors will likely consist of wood framing. The project will also include the associated underground utilities, sidewalks and parking and drive lanes. Based on the anticipated construction we estimate wall loadings will range from about 6 to 8 kips (6,000 to 8,000 pounds) per lineal foot and column loads will be about 300 kips (300,000 pounds). Based on the anticipated structural loads we assume soil bearing pressures of 3,000 pounds per square foot (psf) will be required for adequate foundation support. We assume that 1st floor (street level/main floor) of the proposed building will be constructed at or near elevation 940 with the lower level garage slab about 10 to 11 feet below that level corresponding to about elevation 929 to 930. 9 If the proposed loads exceed these values, the proposed grades differ by more than 2 feet from the assumed values or if the design or location of the proposed building changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion The vegetation and topsoil encountered in the borings are compressible and are not suitable for foundation, roadway or utility support and will need to be removed and replaced with suitable compacted engineering fill, as needed, to attain design grades and to provide adequate foundation support. The origin of the Fill and buried topsoil encountered in the borings is unknown but based on a brief review of historical aerial photographs available on Google Earth it appears that the project or portions of the project site may have been used as a “lay down” area for materials used during construction of the adjacent structures and may have also been used to stockpile soil materials excavated during grading for those structures. The Fill and buried topsoil were also “black” in coloration indicating the soils were organic in composition and/or contained organic materials. Organic soils or soils containing organic materials are generally compressible and are not suitable for foundation support. For these reasons we do not recommend supporting the proposed apartment building on the existing Fill or buried topsoil and recommend it be removed and replaced, as needed, with suitable compacted engineered fill. The Fill and buried topsoil will not be suitable for use or reuse as structural fill or backfill. Since the apartment building will have 1 level of underground parking, removal of the vegetation, topsoil, Fill and buried topsoil will likely be incidental to construction. In addition, because the site may have been used to stockpile excavated material, there is the potential that topsoil, buried topsoil or Fill soils could exists on the site which may not become apparent until construction. Fill, buried topsoil and any soft or otherwise unsuitable materials, if encountered, will need to be removed and replaced as needed with suitable compacted engineered fill. It is our opinion that the underlying native glacial till soils are generally suitable for support of the proposed apartment building. Soft clayey soils, if any, will need to be removed and replaced with suitable compacted engineered fill or excavated, dried and recompacted. Groundwater was encountered in 3 of the soil borings (SB-3, SB-4, and SB-5) at depths ranging from about 14 to 30 feet below the ground surface, corresponding to elevations ranging from about 906 ½ to 921 ½ feet MSL. We generally do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. In clayey soils it might be possible to control groundwater, if encountered, with sumps and pumps. The following sections provide recommendations for site grading and foundation design and construction. 10 4.3 Site Grading Recommendations Excavation We recommend that all vegetation, topsoil, Fill, buried topsoil, and any soft or otherwise unsuitable soils, if encountered, be removed from below the proposed building and oversize areas. We recommend surface compacting any loose soils or soils disturbed during construction activities to increase their density and uniformity prior to engineered fill and/or foundation placement. Table 3 below summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 3. Anticipated Excavation Depths Boring Number Ground Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Approximate Groundwater Elevation (feet)* SB-1 934.7 1 933 ½ NE Sb-2 939.0 1 938 NE SB-3 936.3 1 935 ½ 906 ½ SB-4 940.7 1 939 ½ 911 ½ SB-5 935.5 1 - 7 934 ½ - 928 ½ 921 ½ SB-6 944.7 7 937 ½ NE SB-7 945.4 1 944 ½ NE SB-8 934.5 1 ½ 933 NE * = Excavation and groundwater elevations were rounded to nearest ½ foot. NE = Not Encountered Oversizing In areas where the excavations extend below the proposed footing elevations, the excavations require 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 Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. The on-site native glacial till soils, excavated for foundation construction appear generally suitable for reuse as structural fill, provided they are free of organic matter or other deleterious material. However, laboratory moisture contents of the clayey soils exceeded about 17 percent with most above 20 percent. Clayey soil that will be used or reused as structural fill or backfill will likely require some drying to mee the recommended compaction levels. Summer months are typically more favorable for drying wet soils. The Fill and buried topsoil encountered in the borings is not suitable for use or reuse as structural fill or backfill. Likewise, the topsoil or soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling Prior to placing additional fill and/or the foundations, we recommend any loose soils or soil disturbed during excavation and grading activities be surface compacted to increase their density and uniformity with a large self-propelled vibratory compactor. 11 We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698), except the upper 3 feet of pavement areas, where the compaction level should be increased to a minimum of 100 percent. 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 determined by the standard Proctor. Remaining fill soils 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 and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet, if any, we recommend that compaction levels be increased to a minimum of 98 percent of standard Proctor density. 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. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e. deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or native glacial soils. 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 a 30-foot span. 4.4 Dewatering Groundwater was encountered in borings SB-3, SB-4, and SB-5 while drilling and sampling at depths ranging from about 14 to 30 feet below the ground surface, corresponding to elevations ranging from 906 ½ to 921 ½ feet MSL. We generally do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. In clayey soils it might be possible to control groundwater, if encountered, with sumps and pumps. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted engineered fill or clayey native glacial soils following soil corrections. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch of deflection (psi) may be used to design the floor. 12 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. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with 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. The sand backfill should be placed within 2 feet horizontally of the wall. 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. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. 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. It is our opinion that the estimated soil parameters provided in Table 4 can be used for below grade wall design. 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 4. Estimated 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) 120 32 55 35 390 Other Soils (CL, CL-ML, SC, SM) 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. 13 4.7 Exterior Slabs Exterior slabs will likely be underlain by silty or clayey soils which are considered moderately to highly frost susceptible. If these soils become saturated and freeze, frost 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. 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. 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 structures. 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 the observed groundwater levels and at least a 2-foot separation between the lowest floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface water features. 4.9 Utilities We anticipate that new utilities will be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. At these depths, we anticipate that the pipes will bear on native glacial till clay soils which in our opinion are generally suitable for pipe support. We recommend removing all vegetation, topsoil, Fill, buried topsoil, and any soft or otherwise unsuitable materials, if any, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the 14 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 borings SB-3, SB-4, and SB-5 while drilling and sampling at depths ranging from about 14 to 30 feet below the ground surface. We generally do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. See Section 4.4 for dewatering considerations. 4.10 Pavements General the City of Chanhassen (City) may have standard plates which dictate pavement design. We recommend that pavements be designed and constructed in accordance with City standard plates. The following paragraphs provide general pavement recommendations in the absence of City of Chanhassen standard plates. Traffic Based on the plan sheets provided we anticipate that the parking lot(s) could include about 75 to 105 parking stalls. We assume the parking and drive lanes will be used predominately by automobiles and light trucks, delivery vans (i.e. FEDEX, UPS or similar) with weekly use by heavier vehicles such as garbage trucks. Based on the number parking stall and assumed traffic types we anticipate that both light duty and heavy-duty pavements will be required. We estimate that light duty pavements will be subjected to a maximum of 50,000 Equivalent Single Axel Loads (ESAL’s) over a design life of 20 years and heavy-duty pavements will be subjected 75,000 ESAL’s over a design life of 20 years. Subgrade Preparation We recommend removing all vegetation, topsoil and any soft or otherwise unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base (Class 5) we recommend compacting the subgrade or possibly performing a proof-roll of the subgrade to identify soft, weak, loose, or unstable areas that may require additional subcuts. 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 should be placed within 65 percent to 105 percent of its optimum moisture content as 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 R-Value testing was beyond the scope of this project. The near surface soils encountered in the borings consisted predominantly of sandy lean clay and clayey sand corresponding to the ASTM Classifications of CL and SC. These soils typically have R-Values ranging from 5 to 25. It is our opinion an assumed R-Value of 10 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 would reduce the required pavement sections. 15 Pavement Section Based on an estimated R-value of 10 and a maximum of 50,000 ESAL’s we recommend pavement section consisting of a minimum of 3 ½ inches of bituminous underlain by a minimum of 9 inches of aggregate base. For heavy duty pavements we recommend a minimum of 4 inches of bituminous (2 inches of wear course and 2 inches of base course) underlain by a minimum of 9 inches of 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 borings predominantly encountered clayey soils consisting of sandy lean clay, lean clay and silty clay but also encountered layers of clayey sand, silty sand, poorly graded sand and poorly graded sand with silt. The clayey soils (sandy lean clay, lean clay and silty clay) generally correspond to the ASTM Classifications of CL and CL-ML and will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. The sandy soils (clayey sand, silty sand, poorly graded sand and poorly graded sand with silt) generally correspond to the ASTM Classifications SC, SM, SP and SP- SM, respectively, and will generally be Type C soils under OSHA guidelines. Temporary excavations in Type B soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 16 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 We recommend moisture conditioning (drying or wetting) all soils that will be used as fill or backfill in accordance with Section 4.3 above. 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 for the proposed foundations. 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 borings 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 soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 17 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. 7.4 Use of Report This report is for the exclusive use of Ador Homes 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. 18 7.5 Level of Care Haugo GeoTechnical Services 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 PRELIMINARY (SUBJECT TO CHANGE) Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to stiff. (Glacial Till) (CL) Sandy Lean Clay, grey, wet, rather stiff to stiff. (Glacial Till) (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, grey, moist, dense. (Glacial Till) Bottom of borehole at 36.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 SS 9 SS 10 SS 11 3-4-4 (8) 3-7-9 (16) 3-6-8 (14) 3-4-6 (10) 4-4-6 (10) 3-4-7 (11) 3-4-5 (9) 2-4-5 (9) 3-6-9 (15) 12-15-20 (35) 19 17.5 19 NOTES Borehole grouted. GROUND ELEVATION 934.7 ft LOGGED BY GD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 10/30/20 COMPLETED 10/30/20 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 15 20 25 30 35 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 Ador Homes PROJECT NUMBER 20-0970 PROJECT NAME Chanhassen Senior Apartments PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 11/23/20 13:57 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0970 CHANHASSEN SENIOR APARTMENTS.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 SIlty Clay, trace Roots, black, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, very stiff. (Glacial Till) (CL) Sandy Lean Clay, grey, wet, stiff to very stiff. (Glacial Till) Bottom of borehole at 36.0 feet. AU 12 SS 13 SS 14 SS 15 SS 16 SS 17 SS 18 SS 19 SS 20 SS 21 SS 22 5-8-12 (20) 7-10-12 (22) 8-12-16 (28) 5-9-11 (20) 6-8-12 (20) 5-8-10 (18) 3-5-9 (14) 7-7-11 (18) 5-6-11 (17) 10-10-9 (19) 17 17.5 NOTES Borehole grouted. GROUND ELEVATION 939 ft LOGGED BY GD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/2/20 COMPLETED 11/2/20 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 15 20 25 30 35 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 Ador Homes PROJECT NUMBER 20-0970 PROJECT NAME Chanhassen Senior Apartments PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 11/23/20 13:57 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0970 CHANHASSEN SENIOR APARTMENTS.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (SC) Clayey Sand, fine to medium grained, brown, moist, loose. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel grey, wet, stiff to very stiff. (Glacial Till) (SP-SM) Poorly Graded Sand with Silt, fine to medium grained, grey, wet, medium dense. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, waterbaering, stiff. (Glacial Till) Bottom of borehole at 36.0 feet. AU 23 SS 24 SS 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 SS 33 3-4-4 (8) 1-3-4 (7) 2-2-4 (6) 3-3-4 (7) 2-3-6 (9) 3-6-11 (17) 3-5-8 (13) 5-6-8 (14) 5-6-8 (14) 5-6-9 (15) 22 20.5 20.5 NOTES Borehole grouted. GROUND ELEVATION 936.3 ft LOGGED BY GD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/2/20 COMPLETED 11/2/20 AT TIME OF DRILLING --- AT END OF DRILLING --- AFTER DRILLING 29.90 ft / Elev 906.40 ft 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 35 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 Ador Homes PROJECT NUMBER 20-0970 PROJECT NAME Chanhassen Senior Apartments PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 11/23/20 13:57 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0970 CHANHASSEN SENIOR APARTMENTS.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, grey and brown, wet, medium to rather stiff. (Glacial Till) (SC) Clayey Sand, fine to medium grained, trace Gravel, brown, moist, loose. (Glacial Till) (SM) Silty Sand, fine to medium grained, trace Gravel, brown, moist, loose. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff to stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, wet, stiff to very stiff. (Glacial Till) (SP-SM) Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, waterbearing, dense. (Glacial Till) Bottom of borehole at 36.0 feet. AU 34 SS 35 SS 36 SS 37 SS 38 SS 39 SS 40 SS 41 SS 42 SS 43 SS 44 3-4-7 (11) 3-3-5 (8) 4-4-4 (8) 4-5-4 (9) 3-5-7 (12) 4-5-9 (14) 4-6-10 (16) 5-10-14 (24) 11-21-23 (44) 7-15-22 (37) 18.5 16.5 24.5 NOTES Borehole grouted. GROUND ELEVATION 940.7 ft LOGGED BY GD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/2/20 COMPLETED 11/2/20 AT TIME OF DRILLING 29.00 ft / Elev 911.70 ft AT END OF DRILLING --- AFTER DRILLING --- 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 35 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 Ador Homes PROJECT NUMBER 20-0970 PROJECT NAME Chanhassen Senior Apartments PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 11/23/20 13:57 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0970 CHANHASSEN SENIOR APARTMENTS.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather soft to medium. (Glacial Till) (CL) Lean Clay, grey, wet, medium. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium. (Glacial Till) (CL) Sandy Lean CLay, trace Gravel, grey, wet, very stiff. (Glacial Till) Bottom of borehole at 36.0 feet. AU 45 SS 46 SS 47 SS 48 SS 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 3-4-4 (8) 2-2-3 (5) 2-3-5 (8) 2-3-4 (7) 1-2-4 (6) 2-2-4 (6) 4-7-10 (17) 4-6-11 (17) 5-8-13 (21) 6-8-14 (22) 25 21 27 NOTES Borehole grouted. GROUND ELEVATION 936.5 ft LOGGED BY GD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/2/20 COMPLETED 11/2/20 AT TIME OF DRILLING 14.00 ft / Elev 922.50 ft AT END OF DRILLING --- AFTER DRILLING --- 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 35 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 Ador Homes PROJECT NUMBER 20-0970 PROJECT NAME Chanhassen Senior Apartments PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 11/23/20 13:57 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0970 CHANHASSEN SENIOR APARTMENTS.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, trace Gravel, brown and black, wet. (FILL) Sandy Lean Clay, trace Gravel, black, wet. (Buried Topsoil) (CL-ML) Silty Clay, brown and grey, wet, medium. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to very stiff. (Glacial Till) (CL) Sandy Lean Clay, grey, wet, rather stiff. (Glacial Till) Bottom of borehole at 36.0 feet. AU 56 SS 57 SS 58 SS 59 SS 60 SS 61 SS 62 SS 63 SS 64 SS 65 SS 66 1-3-4 (7) 2-2-5 (7) 2-3-5 (8) 2-4-4 (8) 1-3-3 (6) 3-3-5 (8) 4-7-10 (17) 4-6-10 (16) 4-5-6 (11) 2-4-7 (11) 27 32 NOTES Borehole grouted. GROUND ELEVATION 944.7 ft LOGGED BY GD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/2/20 COMPLETED 11/2/20 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 15 20 25 30 35 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 Ador Homes PROJECT NUMBER 20-0970 PROJECT NAME Chanhassen Senior Apartments PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 11/23/20 13:57 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0970 CHANHASSEN SENIOR APARTMENTS.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to very stiff. (Glacial Till) (CL) Sandy Lean Clay, grey, wet, very stiff to hard. (Glacial Till) Bottom of borehole at 36.0 feet. AU 67 SS 68 SS 69 SS 70 SS 71 SS 72 SS 73 SS 74 SS 75 SS 76 SS 77 6-6-8 (14) 3-3-5 (8) 3-5-6 (11) 3-5-7 (12) 5-8-10 (18) 4-10-12 (22) 4-10-11 (21) 4-9-11 (20) 4-8-10 (18) 24-22-10 (32) 29.5 18 NOTES Borehole grouted. GROUND ELEVATION 945.4 ft LOGGED BY GD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/2/20 COMPLETED 11/2/20 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 15 20 25 30 35 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 Ador Homes PROJECT NUMBER 20-0970 PROJECT NAME Chanhassen Senior Apartments PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 11/23/20 13:57 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0970 CHANHASSEN SENIOR APARTMENTS.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, grey, wet, ratehr stiff. (Glacial Till) (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, grey, moist, loose. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, moist, medium to stiff. (Glacial Till) (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, light grey, moist, medium dense. (Glacial Till) Bottom of borehole at 36.0 feet. AU 79 SS 80 SS 81 SS 82 SS 83 SS 84 SS 85 SS 86 SS 87 SS 88 SS 89 4-4-7 (11) 4-5-5 (10) 4-4-6 (10) 4-3-6 (9) 3-3-6 (9) 3-3-5 (8) 3-5-7 (12) 7-5-9 (14) 4-3-7 (10) 15-12-18 (30) 18.5 17.5 NOTES Borehole grouted. GROUND ELEVATION 934.5 ft LOGGED BY GD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 11/3/20 COMPLETED 11/3/20 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 15 20 25 30 35 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 Ador Homes PROJECT NUMBER 20-0970 PROJECT NAME Chanhassen Senior Apartments PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 11/23/20 13:57 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\20-0970 CHANHASSEN SENIOR APARTMENTS.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238