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Stormwater Management Summary
Stormwater Management Summary Fretham 15th Addition CFS Project No. 12 -024 12/18/2012 Volume Control (112" Over New Impervious) New impervious= 6098.4 sf Required volume abstraction = 229 d Post development tree canopy = 40511 sf Median % interception 10 Tree abstraction provided = 338 cf Total abstraction provided = 338 d Rate Control 2 -yr 10-yr 100-yr Existing 0.13 1.5 4.1 Proposed 0.2 1.4 3.2 6" Orifice at 987.0. NWL= 987.0,HWL= 988.04 Water Quailty Existing (woods) = 0.106 Ib /yr /ac http : / /www.pca.state.mn.us/index.php /view- document.html ?gid =3985 Area = 2.29 acres 0.24 Ib /yr Proposed TP Load from PS 0.20 ib /yr (from P8) O To H 41 8S To asin 6S To t 41 O 2S 7 P North Wetland 4P To rth Wetland 9P and Hwy 41 ditc Hwy 41 ditc 3R 5R! Existing Proposed Subcaf Reach on Link Runoff Analysis with Pond Type// 24-hr 1 -inch Rainfall= 1.00" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: To Hwy 41 Runoff = 0.00 cfs @ 5.00 hrs, Volume= - 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 -inch Rainfall= 1.00" Area (ac) CN Description 0.330 58 Woods /grass comb., Good, HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 -inch Rainfall =1.00" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.760 55 Woods Good, HSG B 1.960 59 Weighted Average, Ul Adjusted CN = 57 1.760 89.80% Pervious Area 0.200 10.20 % Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 -inch Rainfall= 1.00" Runoff Analysis with Pond Type// 24 -hr 1 -inch Rainfall= 1.00" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCADO s/n 06767 © 2010 HvdroCAD Software Solutions LLC pa„a q Area (ac) CN Description Summary for Subcatchment 8S: To Hwy 41 0.190 98 Unconnected roofs, HSG B 0.860 58 Woods /grass comb. Good, HSG -B 1.050 65 Weighted Average, UI Adjusted CN = 62 0.860 81.90 %. Pervious Area 0.190 18.10% Impervious Area 0.190 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 550 Total Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type If 24-hr 1 -inch Rainfall= 1.00" Area (ac) CN Description 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00 % Impervious Area 0.020 100.00% Unconnected Tc Length Slope iin) (feet) (ftift) 9.4 85 0.0500 Capacity Description 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 10S: To Basin Runoff - 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall= 1.00" Area (ac) CN Description 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods /grass comb. Good HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00 % Unconnected Runoff Analysis with Pond Type 1124 -hr 1 -inch Rainfa11 =1.00" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth = 0.00" for 1 -inch event Inflow 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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 5R: Proposed Inflow Area = 2.300 ac, 14.78% Impervious, Inflow Depth= 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 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 Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth= 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0 %, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.00'@ 5.00 hrs Surf.Area =1 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond Type 1124 -hr 9 -inch Rainfall = 9.00" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 5 L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S=0.0258'/' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 1,004.00' (Free Discharge) t-1= Culvert ( Controls 0.00 cfs) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, Inflow = 0.00 cfs @ Outflow = 0.00 cfs @ Primary - 0.00 cfs @ 13.00% Impervious, Inflow Depth = 0.00" 5.00 hrs, Volume= 0.000 of 5.00 hrs, Volume= 0.000 af, 5.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Starting Elev= 987.00' Surf.Area= 0.034 ac Storage= 0.031 of Peak Elev= 987.00' @ 5.00 hrs Surf.Area= 0.034 ac Storage 0.031 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) for 1 -inch event Volume Invert Avail.Storage Storage Description #1 984.00' 0.094 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 984.00 0.001 0.000 0.000 986.00 0.008 0.010 0.010 987.00 0.034 0.021 0.031 988.00 0.045 0.040 0.070 988.50 0.051 0.024 0.094 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00'1986.00' S=0.0500? Cc= 0.900 n= 0.012 #2 Device 1 987.00' 6.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 987.00' (Free Discharge) 'L1= Culvert ( Controls 0.00 cfs) L2= Orifice /Grate ( Controls 0.00 cfs) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, Inflow = 0.00 cfs @ Outflow = 0.00 cfs @ Primary = 0.00 cfs @ 8.00% Impervious, Inflow Depth = 0.00" 5.00 hrs, Volume= 0.000 of 5.00 hrs, Volume= 0.000 af, 5.00 hrs, Volume= 0.000 of for 1 -inch event Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Atten= 0 %, Lag= 0.0 min Atten= 0 %, Lag= 0.0 min Runoff Analysis with Pond Type 1124 -hr 9 -inch RainfalM.00" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 6 Peak Elev= 1,004.00'@ 5.00 hrs SurF.Area= 1 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20' / 1,003.40' S= 0.0258P Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 1,004.00' (Free Discharge) L1= Culvert ( Controls 0.00 cfs) Runoff Analysis with Pond Type 1124 -hr 2-year Rainfall= 2.75" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: To Hwy 41 Runoff - 0.04 cfs @ 12.09 hrs, Volume= 0.004 af, Depth> 0.16" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 -year Rainfall= 2.75" Area (ac) CN Description 0.330 58 Woods /grass comb., Good, HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 0.11 cfs @ 12.22 hrs, Volume= 0.023 af, Depth> 0.14" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 -year Rainfall= 2.75" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.760 55 Woods, Good, HSG B 1.960 59 Weighted Average, UI Adjusted CN = 57 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv =5.0 fps 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 0.18 cfs @ 12.23 hrs, Volume= 0.022 af, Depth> 0.25" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 2 -year Rainfall= 2.75" Runoff Analysis with Pond Type// 24 -hr 2 -year Rainfall= 2.75" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCADO 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 8 Area (ac) CN Description 0.190 98 Unconnected roofs, HSG B 0.860 58 Woods /grass comb., Good, HSG-13 1.050 65 Weighted Average, UI Adjusted CN = 62 0.860 81.90% Pervious Area 0.190 18.10% Impervious Area 0.190 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.07 cfs @ 12.05 hrs, Volume= 0.005 af, Depth> 0.26" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 -year Rainfall= 2.75" Area (ac) CN Descriotion 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00 % Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ( ft/sec) (cfs) 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 10,S: To Basin Runoff = 0.17 cfs @ 12.16 hrs, Volume= 0.019 af, Depth> 0.23" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 1124 -hr 2 -year Rainfall= 2.75" Area (ac) CN Descriotion 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods /grass comb., Good, HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Runoff Analysis with Pond Type // 24 -hr 2-year Rainfall= 2.75" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 0.14" for 2 -year event Inflow = 0.13 cfs @ 12.23 hrs, Volume= 0.027 of Outflow = 0.13 cfs @ 12.23 hrs, Volume= 0.027 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 5R: Proposed Inflow Area = 2.300 ac, 14.78% Impervious, Inflow Depth > 0.23" for 2 -year event Inflow = 0.24 cfs @ 12.23 hrs, Volume= 0.044 of Outflow = 0.24 cfs @ 12.23 hrs, Volume= 0.044 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 Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth > 0.16" for 2 -year event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.02 cfs @ 12.28 hrs, Volume= 0.004 af, Atten= 44 %, Lag= 11.1 min Primary = 0.02 cfs @ 12.28 hrs, Volume= 0.004 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.26'@ 12.28 hrs Surf.Area =156 sf Storage= 20 cf Plug -Flow detention time = 40.4 min calculated for 0.004 of (92% of inflow) Center -of -Mass det. time= 17.9 min ( 904.0 - 886.1 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1. 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond Type// 24 -hr 2 -year Rainfall= 2.75" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD®910 s/n 06767 @2010 HydroCAD Software Solutions LLC P age 10 L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,004.20'/ 1,003.40' S= 0.02587' Cc= 0.900 n= 0.012 _. Primary OutFlow Max =0.02 cfs @ 12.28 hrs HW= 1,004:26' (Free Discharge) L1= Culvert (Inlet Controls 0.02 cfs @ 0.83 fps) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, Inflow = 0.17 cfs @ Outflow = 0.05 cfs @ Primary = 0.05 cfs @ 13.00% Impervious, Inflow Depth > 0.23" 12.16 hrs, Volume= 0.019 of 12.80 hrs, Volume= 0.017 af, Atten= 71 %, Lag= 38.6 min 12.80 hrs, Volume= 0.017 of for 2 -year event Routing by Stor -Ind method, Time Span = 5.00 -20.00 hrs, dt= 0.05 hrs Starting Elev= 987.00' Surf.Area= 0.034 ac Storage= 0.031 of Peak Elev= 987.13'@ 12.80 hrs Surf.Area= 0.036 ac Storage= 0.035 of (0.005 of above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 43.0 min ( 914.2 - 871.2 ) Volume Invert Avail Storage Storage Description #1 984.00' 0.094 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 984.00 0.001 0.000 0.000 986.00 0.008 0.010 0.010 987.00 0.034 0.021 0.031 988.00 0.045 0.040 0.070 988.50 0.051 0.024 0.094 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00'/ 986.00' S= 0.0500 'P Cc= 0.900 n= 0.012 #2 Device 1 987.00' 6.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.05 cfs @ 12.80 hrs HW= 987.13' (Free Discharge) L1= Culvert (Passes 0.05 cfs of 0.07 cfs potential flow) L-2= Orifice /Grate (Orifice Controls 0.05 cfs @ 1.22 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 0.26" for 2 -year event Inflow = 0.07 cfs @ 12.05 hrs, Volume= 0.005 of Outflow = 0.05 cfs @ 12.14 firs, Volume 0.005 af, Atten= 34 %, Lag= 5.5 min Primary = 0.05 cfs @ 12.14 hrs, Volume= 0.005 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Runoff Analysis with Pond Type it 24 -hr 2-year Rainfall= 2.75" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 11 Peak Elev= 1,004.30'@ 12.14 hrs Surf.Area =182 sf Storage= 28 cf Plug -Flow detention time= 34.3 min calculated for 0.005.af (94% of inflow) Center -of -Mass det. time= 14.3 min ( 875.2 - 861.0 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258'/' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.05 cfs @ 12.14 hrs HW= 1,004.30' (Free Discharge) t-1= Culvert (Inlet Controls 0.05 cfs @ 1.10 fps) Runoff Analysis with Pond Type 11 24 -hr 90 year Rainfall =4.95" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1S: To Hwy 41 Runoff = 0.30 cfs @ 12.05 hrs, Volume= -- 0.018 af, Depth> 0.64" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 -year Rainfall= 4.15" Area (ac) CN Description 0.330 58 Woods /grass comb., Good, HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 1.20 cfs @ 12.14 hrs, Volume= 0.097 af, Depth> 0.59" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 -year Rainfall= 4.15" Area (ac) CN Descriation 0.200 98 Unconnected roofs, HSG B 1.760 55 Woods Good, HSG B 1.960 59 Weighted Average, UI Adjusted CN = 57 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv =.5.0 fos 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff — 0.88 cfs @ 12.18 hrs, Volume= 0.073 af, Depth> 0.83" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11 24-hr 10 -year Rainfall = 4.15' Runoff Analysis with Pond Type// 24 -hr 90 year Rainfall =4.95" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 13 Area (ac) CN Description 0.190 98 Unconnected roofs, HSG B 0.860 58 Woods /grass comb., Good, HS&B 1.050 65 Weighted Average, UI Adjusted CN = 62 0.860 81.90% Pervious Area 0.190 18.10% Impervious Area 0.190 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff - 0.33 cfs @ 12.03 hrs, Volume= 0.017 af, Depth> 0.84" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 -year Rainfall= 4.15' Area (ac) CN Description 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 10S: To Basin Runoff = 0.92 cfs @ 12.12 hrs, Volume= 0.065 af, Depth> 0.78" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 1124 -hr 10 -year Rainfall= 4.15" Area (ac) CN Description 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods /grass comb., Good, HSG B 1.000 63 Weighted Average, U1 Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Runoff Analysis with Pond Type 1124 -hr 10 year Rainfall = 4.15" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCADO 9.10 stn 06767 © 2010 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, _. Grass: Dense n= 0.240 P2= 2.75" 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps _ 16.8 250 Total Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 0.60" for 10 -year event Inflow = 1.45 cfs @ 12.12 hrs, Volume= 0.114 of Outflow = 1.45 cfs @ 12.12 hrs, Volume= 0.114 af, Atten= 0 %n, Lag= 0.0 min Routing by Stor - Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Proposed Inflow Area = 2.300 ac, 14.78 % Impervious, Inflow Depth > 0.79" for 10 -year event Inflow - 1.37 cfs @ 12.1.9 hrs, Volume= 0.151 of Outflow = 1.37 cfs @ 12.19 hrs, Volume= 0.151 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 Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth > 0.64" for 10 -year event Inflow = 0.30 cfs @ 12,05 hrs, Volume= 0.018 of Outflow = 0.27 cfs @ 12.09 hrs, Volume= 0.017 af, Atten= 9 %, Lag= 2.5 min Primary 0.27 cfs @ 12.09 hrs, Volume= 0.017 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.45' @ 12.09 hrs Surf.Area= 270 sf Storage= 62 cf Plug -Flow detention time 13.5 min calculated for 0.017 of (97% of inflow) Center -of -Mass det. time= 5.5 min ( 844.0 - 838.6 ) Volume Invert Avail Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (SA-ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond Type// 24 -hr 10 -year Rainfall =4.95" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Pape 15 L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S=0.0258/' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.26 cfs @ 12.09 hrs HW= 1,004:45' - (Free Discharge) t-1= Culvert (Inlet Controls 0.26 cfs @ 1.71 fps) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, Inflow = 0.92 cfs @ Outflow = 0.41 cfs @ Primary = 0.41 cfs @ 13.00% Impervious, Inflow Depth > 0.78" 12.12 hrs, Volume= 0.065 of 12.35 hrs, Volume= 0.062 af, 12.35 hrs, Volume= 0.062 of for 10 -year event Routing by Stor -Ind method, Time Span 5.00 -20.00 hrs, dt= 0.05 hrs Starting Elev= 987.00' Surf.Area= 0.034 ac Storage= 0.031 of Peak Elev= 987.43' @ 12.35 hrs Surf.Area= 0.039 ac Storage= 0.047 of (0.016 of above start) Plug -Flow detention time= 229.2 min calculated for 0.031 of (47% of inflow) Center -of -Mass det. time= 25.7 min ( 860.0 - 834.3 ) Volume Invert Avail.Storage Storage Description #1 984.00' 0.094 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 984.00 0.001 0.000 0.000 986.00 0.008 0.010 0.010 987.00 0.034 0.021 0.031 988.00 0.045 0.040 0.070 988.50 0.051 0.024 0.094 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00'/986.00' S= 0.0500 '/' Cc= 0.900 n= 0.012 #2 Device 1 987.00' 6.0" Vert. Orifice /Grate C= 0.600 Primary Outflow Max =0.41 cfs @ 12.35 hrs HW= 987.43' (Free Discharge) t-1= Culvert (Passes 0.41 cfs of 0.73 cfs potential flow) t- 2= 0rifice /Grate (Orifice Controls 0.41 cfs @ 2.24 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, Inflow = 0.33 cfs @ Outflow = 0.31 cfs @ Primary = 0.31 efs @ 8.00% Impervious, Inflow Depth > 0.84" 12.03 hrs, Volume= 0.017 of 12.06 hrs, Volume= 0.017 af, 12.06 hrs, Volume= 0.017 of for 10 -year event Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Atten= 56 %, Lag= 13.9 min Atten= 7 %, Lag= 2.2 min Runoff Analysis with Pond Type 1124 -hr 10 -year Rainfall= 4.15" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 ©2010 HvOroCAD Software Solutions LLC Page 16 Peak Elev= 1,004.47'@ 12.06 hrs Surf.Area= 282 sf Storage= 67 cf Plug -Flow detention time= 13.7 min calculated for 0.01 T of (98% of inflow) Center -of -Mass det. time= 5.3 min ( 831.7 - 826.4 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) ($Q-ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S=0.0258'/' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.30 cfs @ 12.06 hrs HW= 1,004.47' (Free Discharge) 'L1= Culvert (Inlet Controls 0.30 cfs @ 1.76 fps) Runoff Analysis with Pond Type 1124 -hr 100 year Rainfall = 5.85" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment IS: To Hwy 41 Runoff = 0.78 cfs @ 12.04 hrs, Volume = .- 0.041 af, Depth> 1.49" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 -year Rainfall = 5.85" Area (ac) CN Description 0.330 58 Woods /grass comb., Good, HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) {cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 3.40 cfs @ 12.12 hrs, Volume= 0.230 af, Depth> 1.41" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 1124 -hr 100 -year Rainfall = 5.85" Area (ac) CN Descriotion 0.200 98 Unconnected roofs, HSG B 1.760 55 Woods, Good, HSG B 1.960 59 Weighted Average, UI Adjusted CN = 57 1.760 .89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv =.5.0 fps 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 2.08 cfs @ 12.17 hrs, Volume= 0.156 af, Depth> 1.78" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 100 -year Rainfall= 5.85" Runoff Analysis with Pond Type// 24-hr 100 year Rainfall = 5.85" Prepared by Campion Engineering Services, Inc. Printed 12/1912012 HydroCADO 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 18 Area (ac) CN Description 0.190 98 Unconnected roofs, HSG B 0.860 58 Woods /grass comb Good, HSGGB 1.050 65 Weighted Average, UI Adjusted CN.= 62_ 0.860 81.90% Pervious Area 0.190 18.10% Impervious Area 0.190 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.76 cfs @ 12.02 hrs, Volume= 0.037 af, Depth> 1.80" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 - 20.00 hrs, dt= 0.05 hrs Type 1124 -hr 100 -year Rainfall =5.85" Area (ac) CN Description 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00 % Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ( ft/sec) (cfs) 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 1aS: To Basin Runoff = 2.22 cfs @ 12.10 hrs, Volume= 0.143 af, Depth> 1.71" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 -year Rainfall= 5.85" Area (ac) CN Description 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods /grass comb. Good, HSG B _ 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Runoff Analysis with Pond Type// 24 -hr 900 -year Rainfall= 5.85" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 19 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0,0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 16.8 250 Total Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 1.42" for 100 -year event Inflow = 4.07 cfs @ 12.11 hrs, Volume= 0.271 of Outflow = 4.07 cfs @ 12.11 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 5R: Proposed Inflow Area = 2.300 ac, 14.78 % Impervious, Inflow Depth > 1.73" for 100 -year event Inflow = 3.23 cfs @ 12.15 hrs, Volume= 0.331 of Outflow = 3.23 cfs @ 12.1.5 hrs, Volume= 0.331 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 Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth > 1.49" for 100 -year event Inflow = 0.78 cfs @ 12.04 hrs, Volume= 0.041 of Outflow = 0.73 cfs @ 12.07 hrs, Volume= 0.040 af, Atten= 6 %, Lag= 1.9 min Primary = 0.73 cfs @ 12.07 hrs, Volume= 0.040 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.63'@ 12.07 hrs Surf.Area= 377 sf Storage= 120 cf Plug -Flow detention time= 7.7 min calculated for 0.040 of (99% of inflow) Center -of -Mass det. time= 3.6 min ( 821.4 - 817.7 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond Type /124 -hr 900 -year Rainfa//= 5.85" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 20 L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S=0.0258/' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.71 cfs @ 12.07 hrs HW= 1,004.63' (Free Discharge) L1= Culvert (Inlet Controls 0.71 cfs @ 2.22 fps) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, Inflow = 2.22 cfs @ Outflow = 0.84 cfs @ Primary = 0.84 cfs @ 13.00% Impervious, Inflow Depth > 1.71" 12.10 hrs, Volume= 0.143 of 12.36 hrs, Volume= 0.138 af, 12.36 hrs, Volume= 0.138 of for 100 -year event Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Starting Elev= 987.00' Surf.Area= 0.034 ac Storage= 0.031 of Peak Elev= 988.04'@ 12.36 hrs Surf.Area= 0.045 ac Storage= 0.072 of (0.041 of above start) Plug -Flow detention time= 121.5 min calculated for 0.107 of (75% of inflow) Center -of -Mass det. time= 24.8 min ( 841.3 - 816.5 ) Volume Invert Avail.Storage Storage Description #1 984.00' 0.094 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 984.00 0.001 0.000 0.000 986.00 0.008 0.010 0.010 987.00 0.034 0.021 0.031 988.00 0.045 0.040 0.070 988.50 0.051 0.024 0.094 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 987.00'/ 986.00' S=0.0500'/' Cc= 0.900 n= 0.012 #2 Device 1 987.00' 6.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.84 cfs @ 12.36 hrs HW= 988.04' (Free Discharge) Z1= Culvert (Passes 0.84 cfs of 2.77 cfs potential flow) L2= Orifice /Grate (Orifice Controls 0.84 cfs @ 4.27 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, Inflow = 0.76 cfs @ Outflow = 0.71 cfs @ Primary = 0.71 cfs @ 8.00% Impervious, Inflow Depth > 1.80" 12.02 hrs, Volume= 0.037 of 12.05 hrs, Volume= 0.037 af, 12.05 hrs, Volume= 0.037 of for 100 -year event Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Atten= 62 %, Lag= 15.2 min Atten= 6 %, Lag= 2.0 min Runoff Analysis with Pond Type// 24 -hr 900 year Rainfall = 5.85" Prepared by Campion Engineering Services, Inc. Printed 12/19/2012 HydroCAD®9 10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 21 Peak Elev= 1,004.63'@ 12.05 hrs Surt.Area 373 sf Storage =117 cf Plug -Flow detention time= 8.3 min calculated for 0.037 of (99% of inflow) -Center -of -Mass det. time= 3.9 min ( 813.0 - 809.1 ) _.. Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet 1 Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258'/' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.71 cfs @ 12.05 hrs HW= 1,004.63' (Free Discharge) 'L1= Culvert (Inlet Controls 0.71 cfs @ 2.22 fps) to I I o I I I IL ui ui I i C 2 co 1 Ij R CL Q IITT I I I � W O I I I I 2 Z X W 3 �8 11J S N $a e� gE QQ W z Y > � L. V co W = u ,� I J . Ol 1p ' ; q - All -c qSA MU' K _� � • ( .✓ - ny, � a.. _ ono, c I1 1 I} $ w N 0 i w O (o Z a 0 w EL U) ti W Wz � w W U�¢ 03� °w. - - -, - I'P ° r dP JStJ p �-CL ` • (' 1 p Wdp CP Is lt Q u w In a "P8 Urban Catchment Model, 12/18/12 63000haskand_Pond_Case version 3.4 Case 6300Chaskand.p8c 271.4 12/31/79 Title 6300 Chaska Road 229.61 87000 PrecFile msp_4989.pcp 41.78 0.18 PartFcle nurp50.p8p 9.92 0.02 Case Title. Case Data File Path Case Notes: storm Data File Particle File Air Temp File File Time steps Per Hour Minimum Inter -Event Time (hrs) Maximum Continuity Error % Rainfall Breakpoint (inches) Precipitation Scale Factor Air Temp offset (de -F) Loops Thru Storm File simulation Dates Start Keep Stop Max snowfall Temperature (deg -f) SnowMelt Temperature (deg -f) Snowmelt Coef (in /degF -Day) Soil Freeze Temp (deg -F) Snowmelt Abstraction Factor Evapo- Trans. calibration Factor Growing Season Start Month Growing Season End Month FirstDate 01/01/70 LastDate 12/31/79 Events 699 TotalHrs 87000 6300 Chaska Road 0.08 63000haskand.p8c 0.18 C: \P8\ 0 msp_4989.pcp 0.02 nurp50.p8p 0.02 msp_4889.tmp 1 4 1 10 1 2 0 0.8 0.02 1 0.02 0 1 1 1 6/1/1969 1 1/1/1970 1 12/31/1979 32.0 32.0 0.06 32.0 1.00 1.00 5 10 5 -Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC -II AMC -III Growing season 1.40 2.10 NonGrowing Season 0.50 1.10 watershed Data watershed Name Runoff to Device Infiltration to Device watershed Area scs Curve Number (Pervious) Scale Factor for Pervious Runoff Indirectly connected Impery Frac Unswept Impervious Fraction UnSwept Depression Storage (inch UnSwept Imperv. Runoff Coefficie UnSwept Scale Factor for Particl swept Impervious Fraction Swept Depression storage (inches Swept Imperv. Runoff Coefficient Swept Scale Factor for Particle To Hwy 41 To Basin To North Wetland Proposed Pond Proposed 0.25 1 1.05 61 58 58 1 1 1 0.08 0.13 0.18 0 0 0 0.02 0.02 0.02 1 1 1 1 1 1 0 0 0 0.02 0.02 0.02 1 1 1 1 1 1 Page 1 - 'Run Date Precip(in) Rain(in) Snow(in) TotalYrs 6300Chaskand_Pond_Case Sweeping Frequency 0 0.5 0.5 Sweeping Efficiency 1 1 1 Sweeping Start Date (MMDD) 101 101 101 Sweeping Stop Date (MMDD) 1231 1231 1231 Device Data Device Name Proposed Pond_„ Device Type PIPE POND Infiltration Outlet Normal outlet Proposed Spillway Outlet Proposed Particle Removal Scale Factor 1 Bottom Elevation (ft) 884 Bottom Area (acres) 0.001 Permanent Pool Area (acres) 0.034 Permanent Pool volume (ac -ft) 0.031 Perm Pool Infilt Rate (in /hr) 0 Flood Pool Area (acres) 0.051 Flood Pool volume (ac -ft) 0.063 Flood Pool Infilt Rate (in /hr) 0 Infilt Basin void Fraction ( %) Detention Pond outlet Parameters outlet Type ORIFICE outlet orifice Diameter (in) 6 orifice Discharge Coef 0.6 outlet Weir Length (ft) weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) slope of Flow Path % Bottom width (ft) Side slope (ft- v /ft -h) Maximum Depth of Flow (ft) Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) 0 Particle Data Particle File nurp50.p8p Particle Class P0% P10% P30% P50% P80% Filtration Efficiency 0 100 100 100 100 Settling velocity (ft/ 0 0.03 0.3 1.5 15 First Order Decay Rate 0 0 0 0 0 2nd order Decay (1 /day 0 0 0 0 0 Impervious Runoff Conc 1 0 0 0 0 Pervious Runoff Conc ( 1 100 100 100 200 Pervious Cone Exponent 0 1 1 1 1 ACCUm. Rate (lbs -ac -da 0 1.75 1.75 1.75 3.5 Particle Removal Rate 0 0.25 0.25 0.25 0.25 washoff Coefficient 0 20 20 20 20 washoff Exponent 0 2 2 2 2 Sweeper Efficiency 0 0 0 5 15 water Quality Component Data Component Name TSS TP TKN CU PB HC water Quality Criteria (ppm) Page 2 ZN Page 3 6300Chaskand_Pond_Case Level 1 5 0.025 2 2 0.02 - 5 0.1 Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5 Level 3 20 0.1 0.5 0.02 0.15 0.38 1 'Content Scale Factor 1 1 -1 - 1 1 1 1 Particle Composition (mg /kg) PO% 0 99000 600000 13600 2000 640000 250000 P10% 1000000 3850 15000 340 180 1600 22500 P30% 1000000 3850 15000 340 180 1600 22500 P50% 1000000 3850 15000 340 180 1600 22500 P80% 1000000 0 0 340 180 0 22500 Page 3 Mass Balances by Device and variable Device: OVERALL Type: NONE 6300chaskand_Pond_Device and variable _. "P8 urban Catchment Flow_acft Model, version 3.4 Load_lbs Load_lbs /yr Run Date 12/18/12 3.57 0.00 Case 0.2 63000haskand.p8c FirstDate 01101170 Precip(in) 271.4 0.2 0.20 08 sedimen + decay Title 0.00 6300 Chaska Road LastDate 12/31/79 Rain(in) 229.61 0.00 2.2 0.2 PrecFile 10 surface outflow msp_4989.pcp Events 699 Snow(in) 41.78 - - 0.00 PartFile 0.2 nurpSO.p8p TotalHrs 87000 TotalYrs 9.92 0.0 14 storage increase Mass Balances by Device and variable Device: OVERALL Type: NONE variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs /yr Conc_ppm 01 watershed inflows 3.57 0.00 2.2 0.2 0.23 06 normal outlet 3.57 0.00 2.0 0.2 0.20 08 sedimen + decay 0.00 0.00 0.2 0.0 09 total inflow 3.57 0.00 2.2 0.2 0.23 10 surface outflow 3.57 0.00 2.0 0.2 0.20 12 total outflow 3.57 0.00 2.0 0.2 0.20 13 total trapped 0.00 0.00 0.2 0.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction M " 0.00 0.00 9.7 9.7 Page 1