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Hydrology Report
Stormwater Management Report October 13, 2020 The American Club Page 1 Stormwater Management Plan Hydrology Report Deer Haven Chanhassen, MN October 13, 2020 Loucks Project No. 20327.0 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 _______________________________________ Valentina M Anderson, P.E. Date: 10/13/2020 Reg. No. 43423 Stormwater Management Plan October 13, 2020 Deer Haven Deer Haven Chanhassen, Minnesota Stormwater Management Plan Table of Contents Page Number Introduction ................................................................................................................................... 1 Methodology ................................................................................................................................. 1 Existing Conditions ........................................................................................................................ 2 Proposed Conditions ...................................................................................................................... 2 Best Management Practices ............................................................................................................ 4 Conclusion .................................................................................................................................... 4 Appendices HydroCAD Report -Existing/Proposed ........................................................................... Appendix A MIDS Report ................................................................................................................. Appendix C Figures Existing Drainage Exhibit .................................................................................................... Figure 1 Proposed Drainage Exhibit .................................................................................................. Figure 2 Stormwater Management Plan October 13, 2020 Deer Haven Page 1 Deer Haven Chanhassen, Minnesota Stormwater Management Plan Introduction This stormwater management plan was created for the residential lot development on Takoma Trail, off of Yosemite Avenue in Chanhassen, MN. The proposed project consists of parceling out three lots, upgrading the driveway to a road and the associated utilities and stormwater treatment. The site has access through a driveway on Takoma Trail that will be upgraded to a full road width. The project is surrounded on three sides by residential lots. The north side consists of a wetland before reaching residential lots. Included in this plan are calculations for the existing and proposed discharge of storm water leaving the site Requirements and Methodology City of Chanhassen & Minnehaha Creek Watershed District Stormwater Requirements The City of Chanhassen is the permitting authority for the watershed’s requirements. 1. Rate Control — Match existing rates for the 1, 10, and 100-year critical duration (24-hour) storm events. 2. Volume Control — Provide abstraction of 1.0-inches over all new impervious surfaces. 3. Water Quality — No net increase in Phosphorus load from existing site. Methodology The stormwater calculations were made utilizing the stormwater-modeling program HydroCAD 10.00. Calculations were performed for the 24-hour 100-year rainfall event of 7.32 inches, 10- year rainfall event of 4.26 inches, and 1-year rainfall event of 2.48 inches. For purposes of analyzing the 0.8-acre project area, a drainage area of about 2.34 acres was included in the hydrologic analysis to account for all runoff that affects the proposed project. Soils information is assumed to be mostly D soils, based on the area and the wetland to the north. Filtration will be used to reduce runoff rates, and volumes. Stormwater Management Plan October 13, 2020 Deer Haven Page 2 Existing Conditions The existing site consists of a driveway with mostly grass and some scattered trees. The south has an existing home that will remain untouched. The existing modeled area does not have any existing treatment systems. The existing house was not included in the modeling as it flows away from the disturbed area and will not be altered at all. The existing project area is broken into six drainage areas: Drainage Area EX-W — Sheet drains to the west off site. Drainage Area EX-S — Sheet drains to the south off site. Drainage Area EX-E — Sheet drains to the east off site. Drainage Area EX-N — Sheet drains to the north off site, to the wetland. Overall the existing project area being analyzed contains 7.33% impervious surface area or 5,761 sf. Proposed Conditions The proposed site generally consists of reconstructing the existing driveway to a road, preparing three pads for future houses and associated utilities and stormwater treatment. The backyards of future lots will have a swale directing towards a bioretention basin within the north lot. The front yards and road sheet drain to a bioretention basin on the east side of the road. Both basins outflows are directed to the wetland on the north side of the site. The modeling was done for the full build out, even though Phase One grading for the road only is currently being done. All drainage areas are shown broken up into areas to match the existing drainage areas. The proposed project area is broken up into 6 drainage areas. Drainage Area W — Sheet drains to the west off site. Drainage Area S — Sheet drains to the south off site. Drainage Area E — Sheet drains to the east off site. Drainage Area N — Sheet drains to the north off site. Drainage Area 1S — Sheet drains across the road to the bioretention basin in the northeast corner. Drainage Area 2S — Sheet drains through the backyards to the bioretention basin in the northwest corner. Overall the proposed project area being analyzed contains 23.05% impervious surface area or 18,142 sf. Rate Control All proposed rates meet or reduce rates from existing conditions. All runoff generally maintains the same pattern in each direction. Almost all the impervious areas are captured and treated before leaving the site. Each lot has an assumed impervious area of 4,050 sf. Stormwater Management Plan October 13, 2020 Deer Haven Page 3 Tables 1.1 to 1.2 below compares the existing and proposed peak runoff rates and volumes for the discharge points analyzed. Table 1.1 — Existing Peak Runoff Rates and Volumes Area (Ac.) Rate (cfs) Volume (ac.ft.) Rate (cfs) Volume (ac.ft.) Rate (cfs) Volume (ac.ft.) EX‐WEST 0.395 0.21 0.016 0.74 0.05 1.88 0.125 EX‐SOUTH 0.327 0.27 0.017 0.8 0.049 1.87 0.115 EX‐EAST 0.106 0.06 0.004 0.25 0.012 0.67 0.032 EX‐NORTH 0.972 0.65 0.048 2.04 0.14 4.89 0.334 TOTAL 1.80 1.14 0.085 3.7 0.251 8.93 0.607 Drainage Area 1‐Yr Storm Event 10‐Yr Storm Event 100‐Yr Storm Event Table 1.2 — Proposed Peak Runoff Rates and Volumes Area (Ac.) Rate (cfs) Volume (ac.ft.) Rate (cfs) Volume (ac.ft.) Rate (cfs) Volume (ac.ft.) WEST 0.019 0.02 0.001 0.07 0.003 0.16 0.006 SOUTH 0.287 0.38 0.018 1.02 0.049 2.22 0.109 EAST 0.087 0.08 0.004 0.25 0.012 0.6 0.029 NORTH 0.021 0.04 0.001 0.09 0.004 0.2 0.008 1P‐NE BASIN 0.692 0.7 0.033 2.07 0.107 3.33 0.254 2P‐NW BASIN 0.69 0.29 0.024 1.53 0.097 2.07 0.243 Total NORTH 1.403 0.71 0.058 3.1 0.208 5.31 0.505 TOTAL 1.80 0.92 0.082 3.7 0.271 7.74 0.65 Drainage Area 1‐Yr Storm Event 10‐Yr Storm Event 100‐Yr Storm Event Volume Control The proposed stormwater management systems are designed to retain 1.0-inches of rainfall over the increased new surfaces of the development with a maximum drawdown time of 48 hours. Retention is used on this site based on the soils map; Loam is listed for this area. The wetland boundary elevation is approximately 1020.8 and the groundwater elevation is expected to be below that. The site has a total impervious surface of 18,143 sf with 12,381 sf being new. The two bioretention basins are used to infiltrate the volume. 1” Volume (ft^3) = Impervious Surfaces (ft^2) * 1.0 (in) * 1/12 (ft/in) 1” Volume (ft^3) = 12,381 (SF) * 1.0 (in) * 1/12 (ft/in) = 1,032 cubic-feet The proposed water quality volume below the outlet for the proposed biofiltration basins is listed below: Proposed 1P Volume = 484 cubic-feet Proposed 2P Volume = 817 cubic-feet Stormwater Management Plan October 13, 2020 Deer Haven Page 4 The combined water quality volume is 1,301 cf which meets the targeted volume of 1,032 cubic- feet. This volume will drawdown in approximately 48 hours. Water Quality Per the Minnehaha Creek Watershed District requirements, the TP load shall not be greater than the existing total phosphorus load. With the basins infiltrating the volume over the new impervious surface, typical removals are expected. MIDS is used to model both the existing site conditions and the proposed conditions to determine removals. The existing total phosphorus load is 0.892 lbs. The total phosphorus load leaving the site in the proposed condition is 0.447 lbs. The proposed total phosphorus load leaving the site is less than existing. P8 case information can be found in the appendix. Also, since infiltration is proposed for the new impervious surface, a removal of 7-% TP over the new impervious surface is achieved. Best Management Practices Best management practices (BMP’s) will be implemented during construction per the project Stormwater Pollution Prevention Plan C3-2. During construction, erosion control measures will include dust control, silt fencing, inlet protection, and a temporary rock construction entrance. Permanent BMP’s will include stormwater management systems, sump catch basins, surface pavements, and turf establishment (vegetation) of disturbed areas. Conclusion The proposed Stormwater Management Plan for the Deer Haven project provides an improved solution for the conveyance of stormwater on this site. The infiltration basin will capture runoff and provide additional rate control, volume control, and water quality treatment on the site. Appendix A HydroCAD Report, Existing HydroCAD Report, Proposed PROPOSEDEXISTING 1S TO NE BASIN 2S TO NW BASIN E EX-E EX-N EX-S EX-W N S W EX-T TOT TOT-N 1P NE BASIN 2P NW BASIN Routing Diagram for 20327-PROPOSED Prepared by {enter your company name here}, Printed 10/15/2020 HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link 20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.546 98 (1S, 2S, EX-N, EX-S, N, S) 1.382 74 >75% Grass cover, Good, HSG C (1S, 2S, E, N, S, W) 0.879 73 GRASS, SOME WOODS (EX-N) 0.288 73 WOODS/GRASS (EX-S) 0.106 70 Woods, Good, HSG C (EX-E) 0.395 72 Woods/grass comb., Good, HSG C (EX-W) 20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-25 s/n 02676 © 2019 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 1,022.40 1,021.80 120.0 0.0050 0.013 10.0 0.0 0.0 2 2P 1,022.40 1,021.25 128.0 0.0090 0.013 8.0 0.0 0.0 MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: TO NE BASIN Runoff = 0.82 cfs @ 12.22 hrs, Volume= 0.047 af, Depth> 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.185 98 0.507 74 >75% Grass cover, Good, HSG C 0.692 80 Weighted Average 0.507 73.27% Pervious Area 0.185 26.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 200 0.1250 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment 2S: TO NW BASIN Runoff = 0.59 cfs @ 12.36 hrs, Volume= 0.047 af, Depth> 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.170 98 0.520 74 >75% Grass cover, Good, HSG C 0.690 80 Weighted Average 0.520 75.36% Pervious Area 0.170 24.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 255 0.0440 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment E: Runoff = 0.08 cfs @ 12.17 hrs, Volume= 0.004 af, Depth> 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.087 74 >75% Grass cover, Good, HSG C 0.087 100.00% Pervious Area MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment EX-E: Runoff = 0.06 cfs @ 12.17 hrs, Volume= 0.004 af, Depth> 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.106 70 Woods, Good, HSG C 0.106 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-N: Runoff = 0.65 cfs @ 12.31 hrs, Volume= 0.048 af, Depth> 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.093 98 * 0.879 73 GRASS, SOME WOODS 0.972 75 Weighted Average 0.879 90.43% Pervious Area 0.093 9.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 255 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-S: Runoff = 0.27 cfs @ 12.25 hrs, Volume= 0.017 af, Depth> 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.039 98 * 0.288 73 WOODS/GRASS 0.327 76 Weighted Average 0.288 88.07% Pervious Area 0.039 11.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 75 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-W: Runoff = 0.21 cfs @ 12.30 hrs, Volume= 0.016 af, Depth> 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.395 72 Woods/grass comb., Good, HSG C 0.395 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 240 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment N: Runoff = 0.04 cfs @ 12.05 hrs, Volume= 0.001 af, Depth> 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.004 98 0.017 74 >75% Grass cover, Good, HSG C 0.021 79 Weighted Average 0.017 80.95% Pervious Area 0.004 19.05% Impervious Area Summary for Subcatchment S: Runoff = 0.38 cfs @ 12.16 hrs, Volume= 0.018 af, Depth> 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.055 98 0.232 74 >75% Grass cover, Good, HSG C 0.287 79 Weighted Average 0.232 80.84% Pervious Area 0.055 19.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment W: Runoff = 0.02 cfs @ 12.06 hrs, Volume= 0.001 af, Depth> 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description 0.019 74 >75% Grass cover, Good, HSG C 0.019 100.00% Pervious Area Summary for Reach EX-T: Inflow Area = 1.800 ac, 7.33% Impervious, Inflow Depth > 0.56" for 1-Year event Inflow = 1.14 cfs @ 12.29 hrs, Volume= 0.085 af Outflow = 1.14 cfs @ 12.29 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach TOT: Inflow Area = 1.796 ac, 23.05% Impervious, Inflow Depth > 0.55" for 1-Year event Inflow = 0.92 cfs @ 12.31 hrs, Volume= 0.082 af Outflow = 0.92 cfs @ 12.31 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach TOT-N: Inflow Area = 1.403 ac, 25.59% Impervious, Inflow Depth > 0.50" for 1-Year event Inflow = 0.71 cfs @ 12.31 hrs, Volume= 0.058 af Outflow = 0.71 cfs @ 12.31 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: NE BASIN Inflow Area = 0.692 ac, 26.73% Impervious, Inflow Depth > 0.82" for 1-Year event Inflow = 0.82 cfs @ 12.22 hrs, Volume= 0.047 af Outflow = 0.70 cfs @ 12.31 hrs, Volume= 0.036 af, Atten= 14%, Lag= 5.8 min Discarded = 0.00 cfs @ 12.31 hrs, Volume= 0.003 af Primary = 0.70 cfs @ 12.31 hrs, Volume= 0.033 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,025.35' @ 12.31 hrs Surf.Area= 669 sf Storage= 580 cf Plug-Flow detention time= 80.6 min calculated for 0.036 af (76% of inflow) Center-of-Mass det. time= 27.0 min ( 831.0 - 803.9 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,174 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 190 0 0 1,026.00 900 1,090 1,090 1,026.50 1,125 506 1,596 1,027.00 1,395 630 2,226 1,028.00 2,500 1,948 4,174 Device Routing Invert Outlet Devices #1 Primary 1,022.40'10.0" Round Culvert L= 120.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.40' / 1,021.80' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,025.20'14.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (29% open area) Limited to weir flow at low heads #3 Discarded 1,024.00'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.31 hrs HW=1,025.34' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.65 cfs @ 12.31 hrs HW=1,025.34' (Free Discharge) 1=Culvert (Passes 0.65 cfs of 2.87 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.65 cfs @ 1.24 fps) Summary for Pond 2P: NW BASIN Inflow Area = 0.690 ac, 24.64% Impervious, Inflow Depth > 0.82" for 1-Year event Inflow = 0.59 cfs @ 12.36 hrs, Volume= 0.047 af Outflow = 0.30 cfs @ 12.69 hrs, Volume= 0.028 af, Atten= 50%, Lag= 19.7 min Discarded = 0.01 cfs @ 12.69 hrs, Volume= 0.004 af Primary = 0.29 cfs @ 12.69 hrs, Volume= 0.024 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,025.28' @ 12.69 hrs Surf.Area= 978 sf Storage= 897 cf Plug-Flow detention time= 118.9 min calculated for 0.028 af (60% of inflow) MSE 24-hr 3 1-Year Rainfall=2.47"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Center-of-Mass det. time= 53.9 min ( 866.3 - 812.4 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 420 0 0 1,026.00 1,290 1,710 1,710 1,027.00 1,800 1,545 3,255 1,027.50 2,400 1,050 4,305 Device Routing Invert Outlet Devices #1 Primary 1,022.40'8.0" Round Culvert L= 128.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.40' / 1,021.25' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Device 1 1,025.20'14.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (29% open area) Limited to weir flow at low heads #3 Discarded 1,024.00'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.69 hrs HW=1,025.28' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.28 cfs @ 12.69 hrs HW=1,025.28' (Free Discharge) 1=Culvert (Passes 0.28 cfs of 1.77 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.28 cfs @ 0.94 fps) MSE 24-hr 3 2-Year Rainfall=2.84"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: TO NE BASIN Runoff = 1.08 cfs @ 12.22 hrs, Volume= 0.062 af, Depth> 1.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description * 0.185 98 0.507 74 >75% Grass cover, Good, HSG C 0.692 80 Weighted Average 0.507 73.27% Pervious Area 0.185 26.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 200 0.1250 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment 2S: TO NW BASIN Runoff = 0.79 cfs @ 12.36 hrs, Volume= 0.062 af, Depth> 1.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description * 0.170 98 0.520 74 >75% Grass cover, Good, HSG C 0.690 80 Weighted Average 0.520 75.36% Pervious Area 0.170 24.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 255 0.0440 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment E: Runoff = 0.11 cfs @ 12.16 hrs, Volume= 0.006 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.087 74 >75% Grass cover, Good, HSG C 0.087 100.00% Pervious Area MSE 24-hr 3 2-Year Rainfall=2.84"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment EX-E: Runoff = 0.10 cfs @ 12.17 hrs, Volume= 0.005 af, Depth> 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.106 70 Woods, Good, HSG C 0.106 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-N: Runoff = 0.92 cfs @ 12.30 hrs, Volume= 0.065 af, Depth> 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description * 0.093 98 * 0.879 73 GRASS, SOME WOODS 0.972 75 Weighted Average 0.879 90.43% Pervious Area 0.093 9.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 255 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-S: Runoff = 0.37 cfs @ 12.25 hrs, Volume= 0.023 af, Depth> 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" MSE 24-hr 3 2-Year Rainfall=2.84"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.039 98 * 0.288 73 WOODS/GRASS 0.327 76 Weighted Average 0.288 88.07% Pervious Area 0.039 11.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 75 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-W: Runoff = 0.30 cfs @ 12.29 hrs, Volume= 0.022 af, Depth> 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.395 72 Woods/grass comb., Good, HSG C 0.395 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 240 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment N: Runoff = 0.05 cfs @ 12.05 hrs, Volume= 0.002 af, Depth> 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description * 0.004 98 0.017 74 >75% Grass cover, Good, HSG C 0.021 79 Weighted Average 0.017 80.95% Pervious Area 0.004 19.05% Impervious Area Summary for Subcatchment S: Runoff = 0.51 cfs @ 12.16 hrs, Volume= 0.024 af, Depth> 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" MSE 24-hr 3 2-Year Rainfall=2.84"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.055 98 0.232 74 >75% Grass cover, Good, HSG C 0.287 79 Weighted Average 0.232 80.84% Pervious Area 0.055 19.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment W: Runoff = 0.03 cfs @ 12.05 hrs, Volume= 0.001 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84" Area (ac) CN Description 0.019 74 >75% Grass cover, Good, HSG C 0.019 100.00% Pervious Area Summary for Reach EX-T: Inflow Area = 1.800 ac, 7.33% Impervious, Inflow Depth > 0.77" for 2-Year event Inflow = 1.63 cfs @ 12.28 hrs, Volume= 0.116 af Outflow = 1.63 cfs @ 12.28 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach TOT: Inflow Area = 1.796 ac, 23.05% Impervious, Inflow Depth > 0.79" for 2-Year event Inflow = 1.45 cfs @ 12.25 hrs, Volume= 0.119 af Outflow = 1.45 cfs @ 12.25 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach TOT-N: Inflow Area = 1.403 ac, 25.59% Impervious, Inflow Depth > 0.75" for 2-Year event Inflow = 1.07 cfs @ 12.26 hrs, Volume= 0.088 af Outflow = 1.07 cfs @ 12.26 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.84"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: NE BASIN Inflow Area = 0.692 ac, 26.73% Impervious, Inflow Depth > 1.07" for 2-Year event Inflow = 1.08 cfs @ 12.22 hrs, Volume= 0.062 af Outflow = 1.06 cfs @ 12.26 hrs, Volume= 0.051 af, Atten= 2%, Lag= 3.0 min Discarded = 0.00 cfs @ 12.26 hrs, Volume= 0.003 af Primary = 1.06 cfs @ 12.26 hrs, Volume= 0.048 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,025.40' @ 12.26 hrs Surf.Area= 686 sf Storage= 613 cf Plug-Flow detention time= 65.6 min calculated for 0.051 af (82% of inflow) Center-of-Mass det. time= 20.0 min ( 819.5 - 799.5 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,174 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 190 0 0 1,026.00 900 1,090 1,090 1,026.50 1,125 506 1,596 1,027.00 1,395 630 2,226 1,028.00 2,500 1,948 4,174 Device Routing Invert Outlet Devices #1 Primary 1,022.40'10.0" Round Culvert L= 120.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.40' / 1,021.80' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,025.20'14.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (29% open area) Limited to weir flow at low heads #3 Discarded 1,024.00'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.26 hrs HW=1,025.39' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=1.00 cfs @ 12.26 hrs HW=1,025.39' (Free Discharge) 1=Culvert (Passes 1.00 cfs of 2.89 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.00 cfs @ 1.43 fps) Summary for Pond 2P: NW BASIN Inflow Area = 0.690 ac, 24.64% Impervious, Inflow Depth > 1.07" for 2-Year event Inflow = 0.79 cfs @ 12.36 hrs, Volume= 0.062 af Outflow = 0.57 cfs @ 12.54 hrs, Volume= 0.043 af, Atten= 27%, Lag= 11.2 min Discarded = 0.01 cfs @ 12.54 hrs, Volume= 0.004 af Primary = 0.57 cfs @ 12.54 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,025.33' @ 12.54 hrs Surf.Area= 999 sf Storage= 944 cf Plug-Flow detention time= 95.7 min calculated for 0.043 af (69% of inflow) MSE 24-hr 3 2-Year Rainfall=2.84"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Center-of-Mass det. time= 37.4 min ( 845.3 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 420 0 0 1,026.00 1,290 1,710 1,710 1,027.00 1,800 1,545 3,255 1,027.50 2,400 1,050 4,305 Device Routing Invert Outlet Devices #1 Primary 1,022.40'8.0" Round Culvert L= 128.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.40' / 1,021.25' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Device 1 1,025.20'14.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (29% open area) Limited to weir flow at low heads #3 Discarded 1,024.00'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.54 hrs HW=1,025.33' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.56 cfs @ 12.54 hrs HW=1,025.33' (Free Discharge) 1=Culvert (Passes 0.56 cfs of 1.79 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.56 cfs @ 1.18 fps) MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: TO NE BASIN Runoff = 2.12 cfs @ 12.21 hrs, Volume= 0.122 af, Depth> 2.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.185 98 0.507 74 >75% Grass cover, Good, HSG C 0.692 80 Weighted Average 0.507 73.27% Pervious Area 0.185 26.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 200 0.1250 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment 2S: TO NW BASIN Runoff = 1.56 cfs @ 12.35 hrs, Volume= 0.121 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.170 98 0.520 74 >75% Grass cover, Good, HSG C 0.690 80 Weighted Average 0.520 75.36% Pervious Area 0.170 24.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 255 0.0440 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment E: Runoff = 0.25 cfs @ 12.16 hrs, Volume= 0.012 af, Depth> 1.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.087 74 >75% Grass cover, Good, HSG C 0.087 100.00% Pervious Area MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment EX-E: Runoff = 0.25 cfs @ 12.16 hrs, Volume= 0.012 af, Depth> 1.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.106 70 Woods, Good, HSG C 0.106 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-N: Runoff = 2.04 cfs @ 12.29 hrs, Volume= 0.140 af, Depth> 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.093 98 * 0.879 73 GRASS, SOME WOODS 0.972 75 Weighted Average 0.879 90.43% Pervious Area 0.093 9.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 255 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-S: Runoff = 0.80 cfs @ 12.24 hrs, Volume= 0.049 af, Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.039 98 * 0.288 73 WOODS/GRASS 0.327 76 Weighted Average 0.288 88.07% Pervious Area 0.039 11.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 75 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-W: Runoff = 0.74 cfs @ 12.28 hrs, Volume= 0.050 af, Depth> 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.395 72 Woods/grass comb., Good, HSG C 0.395 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 240 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment N: Runoff = 0.09 cfs @ 12.05 hrs, Volume= 0.004 af, Depth> 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description * 0.004 98 0.017 74 >75% Grass cover, Good, HSG C 0.021 79 Weighted Average 0.017 80.95% Pervious Area 0.004 19.05% Impervious Area Summary for Subcatchment S: Runoff = 1.02 cfs @ 12.15 hrs, Volume= 0.049 af, Depth> 2.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.055 98 0.232 74 >75% Grass cover, Good, HSG C 0.287 79 Weighted Average 0.232 80.84% Pervious Area 0.055 19.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment W: Runoff = 0.07 cfs @ 12.05 hrs, Volume= 0.003 af, Depth> 1.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20" Area (ac) CN Description 0.019 74 >75% Grass cover, Good, HSG C 0.019 100.00% Pervious Area Summary for Reach EX-T: Inflow Area = 1.800 ac, 7.33% Impervious, Inflow Depth > 1.67" for 10-Year event Inflow = 3.70 cfs @ 12.27 hrs, Volume= 0.251 af Outflow = 3.70 cfs @ 12.27 hrs, Volume= 0.251 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach TOT: Inflow Area = 1.796 ac, 23.05% Impervious, Inflow Depth > 1.81" for 10-Year event Inflow = 3.70 cfs @ 12.28 hrs, Volume= 0.271 af Outflow = 3.70 cfs @ 12.28 hrs, Volume= 0.271 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach TOT-N: Inflow Area = 1.403 ac, 25.59% Impervious, Inflow Depth > 1.78" for 10-Year event Inflow = 3.10 cfs @ 12.31 hrs, Volume= 0.208 af Outflow = 3.10 cfs @ 12.31 hrs, Volume= 0.208 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: NE BASIN Inflow Area = 0.692 ac, 26.73% Impervious, Inflow Depth > 2.11" for 10-Year event Inflow = 2.12 cfs @ 12.21 hrs, Volume= 0.122 af Outflow = 2.08 cfs @ 12.23 hrs, Volume= 0.110 af, Atten= 2%, Lag= 1.4 min Discarded = 0.01 cfs @ 12.23 hrs, Volume= 0.003 af Primary = 2.07 cfs @ 12.23 hrs, Volume= 0.107 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,025.51' @ 12.23 hrs Surf.Area= 726 sf Storage= 692 cf Plug-Flow detention time= 40.9 min calculated for 0.110 af (91% of inflow) Center-of-Mass det. time= 11.7 min ( 800.2 - 788.5 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,174 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 190 0 0 1,026.00 900 1,090 1,090 1,026.50 1,125 506 1,596 1,027.00 1,395 630 2,226 1,028.00 2,500 1,948 4,174 Device Routing Invert Outlet Devices #1 Primary 1,022.40'10.0" Round Culvert L= 120.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.40' / 1,021.80' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,025.20'14.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (29% open area) Limited to weir flow at low heads #3 Discarded 1,024.00'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.23 hrs HW=1,025.51' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.03 cfs @ 12.23 hrs HW=1,025.51' (Free Discharge) 1=Culvert (Passes 2.03 cfs of 2.95 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.03 cfs @ 1.81 fps) Summary for Pond 2P: NW BASIN Inflow Area = 0.690 ac, 24.64% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 1.56 cfs @ 12.35 hrs, Volume= 0.121 af Outflow = 1.53 cfs @ 12.38 hrs, Volume= 0.102 af, Atten= 2%, Lag= 2.3 min Discarded = 0.01 cfs @ 12.38 hrs, Volume= 0.005 af Primary = 1.53 cfs @ 12.38 hrs, Volume= 0.097 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,025.45' @ 12.38 hrs Surf.Area= 1,052 sf Storage= 1,069 cf Plug-Flow detention time= 59.2 min calculated for 0.102 af (84% of inflow) MSE 24-hr 3 10-Year Rainfall=4.20"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Center-of-Mass det. time= 18.8 min ( 815.9 - 797.1 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 420 0 0 1,026.00 1,290 1,710 1,710 1,027.00 1,800 1,545 3,255 1,027.50 2,400 1,050 4,305 Device Routing Invert Outlet Devices #1 Primary 1,022.40'8.0" Round Culvert L= 128.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.40' / 1,021.25' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Device 1 1,025.20'14.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (29% open area) Limited to weir flow at low heads #3 Discarded 1,024.00'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.38 hrs HW=1,025.45' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.51 cfs @ 12.38 hrs HW=1,025.45' (Free Discharge) 1=Culvert (Passes 1.51 cfs of 1.82 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.51 cfs @ 1.64 fps) MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: TO NE BASIN Runoff = 4.60 cfs @ 12.21 hrs, Volume= 0.270 af, Depth> 4.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.185 98 0.507 74 >75% Grass cover, Good, HSG C 0.692 80 Weighted Average 0.507 73.27% Pervious Area 0.185 26.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 200 0.1250 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment 2S: TO NW BASIN Runoff = 3.41 cfs @ 12.34 hrs, Volume= 0.268 af, Depth> 4.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.170 98 0.520 74 >75% Grass cover, Good, HSG C 0.690 80 Weighted Average 0.520 75.36% Pervious Area 0.170 24.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 255 0.0440 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment E: Runoff = 0.60 cfs @ 12.15 hrs, Volume= 0.029 af, Depth> 4.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.087 74 >75% Grass cover, Good, HSG C 0.087 100.00% Pervious Area MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment EX-E: Runoff = 0.67 cfs @ 12.15 hrs, Volume= 0.032 af, Depth> 3.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.106 70 Woods, Good, HSG C 0.106 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 45 0.0550 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-N: Runoff = 4.89 cfs @ 12.27 hrs, Volume= 0.334 af, Depth> 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.093 98 * 0.879 73 GRASS, SOME WOODS 0.972 75 Weighted Average 0.879 90.43% Pervious Area 0.093 9.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 255 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment EX-S: Runoff = 1.87 cfs @ 12.23 hrs, Volume= 0.115 af, Depth> 4.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.039 98 * 0.288 73 WOODS/GRASS 0.327 76 Weighted Average 0.288 88.07% Pervious Area 0.039 11.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 75 0.0350 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.84" Summary for Subcatchment EX-W: Runoff = 1.88 cfs @ 12.27 hrs, Volume= 0.125 af, Depth> 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.395 72 Woods/grass comb., Good, HSG C 0.395 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 240 0.0800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.84" Summary for Subcatchment N: Runoff = 0.20 cfs @ 12.05 hrs, Volume= 0.008 af, Depth> 4.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description * 0.004 98 0.017 74 >75% Grass cover, Good, HSG C 0.021 79 Weighted Average 0.017 80.95% Pervious Area 0.004 19.05% Impervious Area Summary for Subcatchment S: Runoff = 2.22 cfs @ 12.15 hrs, Volume= 0.109 af, Depth> 4.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 25HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Area (ac) CN Description * 0.055 98 0.232 74 >75% Grass cover, Good, HSG C 0.287 79 Weighted Average 0.232 80.84% Pervious Area 0.055 19.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment W: Runoff = 0.16 cfs @ 12.05 hrs, Volume= 0.006 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18" Area (ac) CN Description 0.019 74 >75% Grass cover, Good, HSG C 0.019 100.00% Pervious Area Summary for Reach EX-T: Inflow Area = 1.800 ac, 7.33% Impervious, Inflow Depth > 4.05" for 100-Year event Inflow = 8.93 cfs @ 12.26 hrs, Volume= 0.607 af Outflow = 8.93 cfs @ 12.26 hrs, Volume= 0.607 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach TOT: Inflow Area = 1.796 ac, 23.05% Impervious, Inflow Depth > 4.34" for 100-Year event Inflow = 7.74 cfs @ 12.17 hrs, Volume= 0.650 af Outflow = 7.74 cfs @ 12.17 hrs, Volume= 0.650 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach TOT-N: Inflow Area = 1.403 ac, 25.59% Impervious, Inflow Depth > 4.32" for 100-Year event Inflow = 5.31 cfs @ 12.34 hrs, Volume= 0.505 af Outflow = 5.31 cfs @ 12.34 hrs, Volume= 0.505 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 26HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: NE BASIN Inflow Area = 0.692 ac, 26.73% Impervious, Inflow Depth > 4.68" for 100-Year event Inflow = 4.60 cfs @ 12.21 hrs, Volume= 0.270 af Outflow = 3.34 cfs @ 12.31 hrs, Volume= 0.258 af, Atten= 27%, Lag= 6.1 min Discarded = 0.01 cfs @ 12.31 hrs, Volume= 0.004 af Primary = 3.33 cfs @ 12.31 hrs, Volume= 0.254 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,026.29' @ 12.31 hrs Surf.Area= 1,029 sf Storage= 1,367 cf Plug-Flow detention time= 24.4 min calculated for 0.257 af (95% of inflow) Center-of-Mass det. time= 9.4 min ( 784.7 - 775.3 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,174 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 190 0 0 1,026.00 900 1,090 1,090 1,026.50 1,125 506 1,596 1,027.00 1,395 630 2,226 1,028.00 2,500 1,948 4,174 Device Routing Invert Outlet Devices #1 Primary 1,022.40'10.0" Round Culvert L= 120.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.40' / 1,021.80' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf #2 Device 1 1,025.20'14.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (29% open area) Limited to weir flow at low heads #3 Discarded 1,024.00'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.31 hrs HW=1,026.28' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=3.33 cfs @ 12.31 hrs HW=1,026.28' (Free Discharge) 1=Culvert (Barrel Controls 3.33 cfs @ 6.10 fps) 2=Orifice/Grate (Passes 3.33 cfs of 5.35 cfs potential flow) Summary for Pond 2P: NW BASIN Inflow Area = 0.690 ac, 24.64% Impervious, Inflow Depth > 4.66" for 100-Year event Inflow = 3.41 cfs @ 12.34 hrs, Volume= 0.268 af Outflow = 2.08 cfs @ 12.57 hrs, Volume= 0.249 af, Atten= 39%, Lag= 13.8 min Discarded = 0.01 cfs @ 12.57 hrs, Volume= 0.006 af Primary = 2.07 cfs @ 12.57 hrs, Volume= 0.243 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,026.49' @ 12.57 hrs Surf.Area= 1,540 sf Storage= 2,404 cf Plug-Flow detention time= 39.5 min calculated for 0.249 af (93% of inflow) MSE 24-hr 3 100-Year Rainfall=7.18"20327-PROPOSED Printed 10/15/2020Prepared by {enter your company name here} Page 27HydroCAD® 10.00-25 s/n 02676 © 2019 HydroCAD Software Solutions LLC Center-of-Mass det. time= 16.0 min ( 800.1 - 784.1 ) Volume Invert Avail.Storage Storage Description #1 1,024.00' 4,305 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,024.00 420 0 0 1,026.00 1,290 1,710 1,710 1,027.00 1,800 1,545 3,255 1,027.50 2,400 1,050 4,305 Device Routing Invert Outlet Devices #1 Primary 1,022.40'8.0" Round Culvert L= 128.0' Ke= 0.500 Inlet / Outlet Invert= 1,022.40' / 1,021.25' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #2 Device 1 1,025.20'14.0" Horiz. Orifice/Grate C= 0.600 in 26.0" Grate (29% open area) Limited to weir flow at low heads #3 Discarded 1,024.00'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.57 hrs HW=1,026.49' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.07 cfs @ 12.57 hrs HW=1,026.49' (Free Discharge) 1=Culvert (Barrel Controls 2.07 cfs @ 5.92 fps) 2=Orifice/Grate (Passes 2.07 cfs of 5.84 cfs potential flow) Appendix B MIDS Reports Project Information Calculator Version: Version 3: January 2017 Project Name: Deerhaven User Name / Company Name: Loucks Date: 10/12/2020 Project Description: Construction Permit?: No Site Information Retention Requirement (inches):1.1 Site's Zip Code: 55331 Annual Rainfall (inches):29.6 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 1.668 1.668 Impervious Area (acres) .132 Total Area (acres) 1.8 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) Total Area (acres) 0 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 527 ft3 Volume removed by BMPs towards performance goal: ft³ Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 1.093 acre-ft Annual runoff volume removed by BMPs: acre-ft Percent annual runoff volume removed: % Post development annual particulate P load: 0.491 lbs Annual particulate P removed by BMPs: lbs Post development annual dissolved P load: 0.401 lbs Annual dissolved P removed by BMPs: lbs Percent annual total phosphorus removed: % Post development annual TSS load: 162 lbs Annual TSS removed by BMPs: lbs Percent annual TSS removed: % BMP Summary Performance Goal Summar y BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summar y BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version: Version 3: January 2017 Project Name: Deerhaven User Name / Company Name: Loucks Date: 10/12/2020 Project Description: Construction Permit?: No Site Information Retention Requirement (inches):1.1 Site's Zip Code: 55331 Annual Rainfall (inches):29.6 Phosphorus EMC (mg/l): 0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 1.386 1.386 Impervious Area (acres) .414 Total Area (acres) 1.8 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 1.027 1.027 Impervious Area (acres) 0.355 Total Area (acres) 1.382 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 1653 ft3 Volume removed by BMPs towards performance goal: 1162 ft³ Percent volume removed towards performance goal 70 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 1.55 acre-ft Annual runoff volume removed by BMPs: 1.0038 acre-ft Percent annual runoff volume removed: 65 % Post development annual particulate P load: 0.696 lbs Annual particulate P removed by BMPs: 0.45 lbs Post development annual dissolved P load: 0.569 lbs Annual dissolved P removed by BMPs: 0.368 lbs Percent annual total phosphorus removed: 65 % Post development annual TSS load: 229.8 lbs Annual TSS removed by BMPs: 148.8 lbs Percent annual TSS removed: 65 % BMP Summary Performance Goal Summar y BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 - Bioretention basin (w/o underdrain)817 679 679 0 100 2 - Bioretention basin (w/o underdrain)484 739 484 255 65 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 1 - Bioretention basin (w/o underdrain)0.6125 0 0.5148 0.0977 84 2 - Bioretention basin (w/o underdrain)0.6378 0 0.489 0.1488 77 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (w/o underdrain)0.2749 0 0.2311 0.0438 84 2 - Bioretention basin (w/o underdrain)0.2862 0 0.2194 0.0668 77 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (w/o underdrain)0.2249 0 0.189 0.0359 84 2 - Bioretention basin (w/o underdrain)0.2342 0 0.1795 0.0547 77 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (w/o underdrain)90.8 0 76.32 14.48 84 2 - Bioretention basin (w/o underdrain)94.55 0 72.48 22.07 77 BMP Schematic Figures Existing & Proposed Drainage Exhibit OFF WEST17,221 SFOFF EAST4,604 SFOFF SOUTH14,231 SFIMP: 1,704 SFOFF NORTH42,326 SFIMP: 4,057 SFNSCALE IN FEET 0 30 60 CADD files prepared by the Consultant for this project are instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion of this project by others without written approval by the Consultant. With the Consultant's approval, others may be permitted to obtain copies of the CADD drawing files for information and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD files shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL 7200 Hemlock Lane, Suite 300 Maple Grove, MN 55369 763.424.5505 www.loucksinc.com Plotted: 10 /15 / 2020 8:47 PMW:\2020\20327\HYDROLOGY\CAD\H1-1 EXISTING DRAINGEOUCKSL QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS CADD QUALIFICATION DEER HAVEN CHANHASSEN, MN KEN ASHFELD 6480 YOSEMITE AVE. CHANHASSEN, MN 55331 10-16-20 PRELIMINARY SUBMITTAL C0-1 COVER SHEET C1-1 EXISTING CONDITIONS PLAN C1-2 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING & DRAINAGE PLAN C3-2 SWPP PLAN C3-3 SWPP NOTES & DETAILS C4-1 UTILITY PLAN C8-1 DETAIL SHEET L1-1 TREE CANOPY PLAN L2-1 LANDSCAPE PLAN L3-1 LANDSCAPE DETAILS Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Todd W. McLouth - PE Project Lead Drawn By Checked By Loucks Project No. 20383 20327 TWM TRG TWM 10-16-20 10-16-20 Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of Minnesota. Gregory A. Johnson - LA Project Lead Drawn By Checked By Loucks Project No. 24610 20327 TWM GAJ TWM 10-16-20 10-16-20 EXISTING DRAINAGE AREAS H1-1 TOLL FREE: 1-800-252-1166 TWIN CITY AREA: 651-454-0002 Gopher State One Call CALL BEFORE YOU DIG! WARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. 606060606060888 888 NE Basin30,161 SFIMP: 8,066 SFNW Basin30,080 SFIMP: 7,500 SFOFF NORTH910 SFIMP: 160 SFOFF EAST3,807 SFIMP: 0 SFOFF SOUTH12,521 SFIMP: 2,416 SFOFF WEST814 SFNSCALE IN FEET 0 30 60 CADD files prepared by the Consultant for this project are instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion of this project by others without written approval by the Consultant. With the Consultant's approval, others may be permitted to obtain copies of the CADD drawing files for information and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD files shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL 7200 Hemlock Lane, Suite 300 Maple Grove, MN 55369 763.424.5505 www.loucksinc.com Plotted: 10 /15 / 2020 9:58 PMW:\2020\20327\HYDROLOGY\CAD\H2-1 PROPOSED HYDROLOGY PLANOUCKSL QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS CADD QUALIFICATION DEER HAVEN CHANHASSEN, MN KEN ASHFELD 6480 YOSEMITE AVE. CHANHASSEN, MN 55331 10-16-20 PRELIMINARY SUBMITTAL C0-1 COVER SHEET C1-1 EXISTING CONDITIONS PLAN C1-2 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING & DRAINAGE PLAN C3-2 SWPP PLAN C3-3 SWPP NOTES & DETAILS C4-1 UTILITY PLAN C8-1 DETAIL SHEET L1-1 TREE CANOPY PLAN L2-1 LANDSCAPE PLAN L3-1 LANDSCAPE DETAILS Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Todd W. McLouth - PE Project Lead Drawn By Checked By Loucks Project No. 20383 20327 TWM TRG TWM 10-16-20 10-16-20 Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of Minnesota. Gregory A. Johnson - LA Project Lead Drawn By Checked By Loucks Project No. 24610 20327 TWM GAJ TWM 10-16-20 10-16-20 PROPOSED DRAINAGE AREAS H2-1 TOLL FREE: 1-800-252-1166 TWIN CITY AREA: 651-454-0002 Gopher State One Call CALL BEFORE YOU DIG! WARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. Soil Map—Carver County, Minnesota (Deer Haven) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/7/2020 Page 1 of 34970480497051049705404970570497060049706304970660497069049704804970510497054049705704970600497063049706604970690455460455490455520455550455580455610455640455670455700455730455760455790455820455850 455460 455490 455520 455550 455580 455610 455640 455670 455700 455730 455760 455790 455820 455850 44° 53' 17'' N 93° 33' 50'' W44° 53' 17'' N93° 33' 32'' W44° 53' 10'' N 93° 33' 50'' W44° 53' 10'' N 93° 33' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,110 if printed on B landscape (17" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 17, Jun 5, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 30, 2020—Jul 3, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Carver County, Minnesota (Deer Haven) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/7/2020 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI HM Hamel loam, 0 to 2 percent slopes 1.5 16.9% KC Lester-Kilkenny loams, 6 to 12 percent slopes 5.6 60.8% KD Lester-Kilkenny loams, 12 to 18 percent slopes 1.4 14.9% PM Klossner muck, 0 to 1 percent slopes 0.3 3.2% TB Terril loam, 2 to 6 percent slopes 0.4 4.2% Totals for Area of Interest 9.2 100.0% Soil Map—Carver County, Minnesota Deer Haven Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/7/2020 Page 3 of 3