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Stormwater Calculations 01-24-20136300 Chaska Rd Campion Engineering 1/24/2013 DESIGN WITH WET POND; NWL = 987; 12" RCP outlet pipe @ 987; 100YR = 988.07 Volume Control New impervious = 6098.4 sf Required volume abstraction = 457 cf Post development tree canopy = 40511 sf Median % interception 10 Tree abstraction provided = 4051 cf Total abstraction provided = 4051 cf Rate Control Water Quality Existing (woods) _ Area = Proposed TP Load from P8 CITY OF CHANHASSEN RECEIVED JIII 19 Z013 CHANHASSEN PLANNING DEPT 0.106_lb /yr /ac http://Www.oca,state.mn.us/index.php/`­v--iew-document.1 2.29 acres 0.24 Ib /yr 0.20 Ib /yr (from P8) 2 -yr 10 -yr 100 -yr _ Existing 0.20 1.7 4.6 Proposed 0.18 1.3 4.1 Water Quality Existing (woods) _ Area = Proposed TP Load from P8 CITY OF CHANHASSEN RECEIVED JIII 19 Z013 CHANHASSEN PLANNING DEPT 0.106_lb /yr /ac http://Www.oca,state.mn.us/index.php/`­v--iew-document.1 2.29 acres 0.24 Ib /yr 0.20 Ib /yr (from P8) 3R / 4P 1S xwrn mmn .H"41 2S To NoM W uUoM Subcat Reach on Llflk 7P 65 �b Te NeM WOlkntl 9P 1 a o$I ditch /(T. ..'t, as 12. "'—� 14 it -- -� t8. To Hwrlt Lot I.I.n Lm 3TOccx Lot 2t, Lot Irve" 77S 135 155. 175: Lon Lax mu Loi3 Runoff Analysis with Pond3 Type 1124 -hr 1 -inch Rainfa11= 1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 sln 06767 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: 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, (min) Grass: Dense n= 0.240 P2= 2.75" (ft/ft) 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 1.699 55 Woods, Good, HSG B ' 0.061 78 Wetland 1.960 60 Weighted Average, UI Adjusted CN = 58 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) (ftlsec) (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 = 0.00 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 Pond3 Prepared by Campion Engineering Services, Inc. HvdroCAD® 9.10 sin 06767 @ 2010 HvdroCAD Software Area (ac) CN Description Type// 24 -hr 1 -inch Rainfall= 1.00" Printed 1/29/2013 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods /grass comb., Good, HSG B ' 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 0.11 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 Grass: Dense n= 0.240 P2= 2.75" 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 8.00% Impervious Area 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 = 0.00 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" Area (ac) CN Description 0.230 61 X75% 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 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 10S: To Basin Runoff = 0.00 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 Pond3 Type 1124 -hr 1 -inch Rainfall= 1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HvdroCAD® 9.10 s/n 06767 © 2010 HvdroCAD Software Solutions LLC Pane d 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 Tc Length Slope Velocity Capacity Description 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 Subcatchment 11 S: Lot 1 Runoff = 0.02 cis @ 11.90 hrs, Volume= 0.001 af, Depth> 0.74" 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 0.011 98 Paved parking, HSG B 0.011 100.00% Impervious Area _ To Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.00 cfs @ 19.47 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 0.057 98 Paved parking, HSG B 0.127 58 Woods /grass comb., Good HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Type 1124 -hr 1 -inch Rainfall= 1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HvdroCAD ®9.10 s/n 06767 @2010 HvdroCAD Software Solutions_LLC _ _ Page 5 To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 11.7 50 0,0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 15S: Lot 3 Runoff = 0.00 cfs @ 20.00 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 0.022 98 Paved parking, HSG B 0.061 58 Woods /grass comb. Good HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 17S: Lot 4 Runoff = 0.00 cfs @ 13.60 hrs, Volume= 0.000 af, Depth> 0.02" Runoff by SCS TR -20 method, t1H =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11 24-hr 1 -inch Rainfall = 1.00" Area (ac) CN Description 0.044 98 Paved parking, HSG B 0.067 58 Weds /grass comb. Good, HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 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 Runoff Analysis with Pond3 Type 1124 -hr 1 -inch Rainfall =1.00" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 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, 15.26% 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 L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258T Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 1,004.00' (Free Discharge) t1= Culvert ( Controls 0.00 cfs) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, 13.00% 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 Runoff Analysis with Pond3 Type// 24 -hr 1 -inch Rainfall =1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.00' @ 5.00 hrs Surf.Area= 2,306 sf Storage= 1,719 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 #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert 11,165 17,387 L= 20.0' RCP, square edge headwall, Ke= 0.500 Invert Inlet /Outlet Invert= 987.00'/ 986.00' 3=0.05007 Cc= 0.900 #1 Primary n= 0.012 t rimary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 987.00' (Free Discharge) 1= Culvert ( Controls 0.00 cis) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth = 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume =_ 0.000 of Outflow = 0.00 cis @ 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'Q5.00 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 Pond3 Type// 24 -hr 1 -inch Rainfall= 1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD@ 9.10 stn 06767 © 2010 HvdroCAD Software Solutions LLC Page 8 L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004,20'11,003.40' S= 0.0258'P Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 1,004.00' (Free Discharge) t1= Culvert ( Controls 0.00 cfs) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% Impervious, Inflow Depth > 0.74" for 1 -inch event Inflow = 0.02 cfs @ 11.90 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100 %, 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= 1,012.26'@ 20.00 hrs Surf.Area= 0.004 ac Storage= 0.001 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avaii.Storage Storage Description #1 1,012.00' 0.051 of 2.00'W x 37.00'L x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Pdmary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,012.501/ 1,011.50' S= 0.0500'13 Cc= 0.900 _ n= 0.024 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 1,012.00' (Free Discharge) I'-1= Culvert ( Controls 0.00 cfs) Summary for Pond 1413: Lot 3 Culvert Inflow Area = 0.1$5 ac, 34.87% Impervious, Inflow Depth > 0.00" for 1 -inch event Inflow = 0.00 cfs @ 19.47 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten =100 %, 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= 1,008.51'@ 20.00 hrs Surf.Area= 0.006 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end - section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type /124 -hr 1 -inch Rainfall =1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Inlet / Outlet Invert= 1,009.00'/ 1,008.00' S= 0.0625 7' Cc= 0.900 n= 0.024 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 1,008.50' (Free Discharge) L1= Culvert ( Controls 0.00 cfs) Summary for Pond 16P: Lot 2 Culvert Inflow Area = 0.278 ac, 32.37% Impervious, Inflow Depth > 0.00" for 1 -inch event Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100 %, 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= 1,007,00' @ 20.00 hrs Surf.Area= 0.002 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert 1_= 14.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,007.50'/ 1,006.50' S=0.07147' Cc= 0.900 n= 0.024 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 1,007.00' (Free Discharge) '�- -1= Culvert ( Controls 0.00 cfs) Summary for Pond 1813: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 0.00" for 1 -inch event Inflow = 0.00--cfs @ 13.60 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100 %, 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= 1,005.55'@ 20.00 hrs Surf.Area= 0.003 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet /Outlet Invert= 1,006.00'/ 1,005.00' S= 0.0625'P Cc--0.900 Runoff Analysis with Pond3 Type it 24 -hr 1 -inch Rainfall= 1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 10 n= 0.024 Primary Outflow Max =0.00 cfs @ 5.00 hrs HW= 1,005.50' (Free Discharge) *�-1= Culvert ( Controls 0.00 cfs) Runoff Analysis with Pond3 Type lI 24 -hr 2 -year Rainfall= 2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Page 11_ Summary for Subcatchment 1 S: To Hwy 41 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.005 af, Depth> 0.17' 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= 2.80" O 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 = 0.18 cfs @ 12.19 hrs, Volume= 0.028 af, Depth> 0.17' 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= 2.80" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG 8 * 0.061 78 Wetland 1.960 60 Weighted Average, Ul Adjusted CN = 58 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) (f ift) (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 = 0.13 cfs @ 12.22 hrs, Volume= 0.015 af, Depth> 0.27" 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 = 2.80" Runoff Analysis with Pond3 Type 1124 -hr 2 -year Rainfall =2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 12 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods /grass comb., Good, HSG B 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (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 = 0.08 cfs @ 12.05 hrs, Volume= 0.006 af, Depth> 0.27" 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 = 2.80" 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 = 0.19 cfs @ 12.15 hrs, Volume= 0.020 af, Depth> 0.24" 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 = 2.80" Runoff Analysis with Pond3 Type 1l 24 -hr 2 -year Rainfall =2.80" Inc. Printed 1 /2 912 01 3 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 Tc Length Slope min) (feet) (ft/ft) 15.4 100 0.0200 1.4 150 0.1300 16.8 250 Total Description 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fos Summary for Subcatchment 11 S: Lot 1 Runoff = 0.05 cfs @ 11.90 hrs, Volume= 0.002 af, Depth> 2.38" 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 =2.80" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.011 100.00% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/8) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Summary for Subcatchment 13S: Lot 2 - Runoff = 0.14 cfs @ 12.05 hrs, Volume= 0.008 af, Depth> 0.53" 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= 2.80" Area (ac) CN Description 0.057 98 Paved parking, HSG B 0.127 58 Woods /grass comb., Good, HSG B 0.184 70 Weighted Average 0.127 69.02 % Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Type 1124 -hr 2 -year Rainfall = 2.80" Prepared by Campion Engineering Services, Inc. Printed 1129 /2013 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Pace 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 15S: Lot 3 Runoff = 0.05 cfs @ 12.11 hrs, Volume= 0.003 af, Depth> 0.49" 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 = 2.80" Area (ac) CN Descriotion 0.022 98 Paved parking, HSG B 0.061 58 Woods /grass comb., Good, HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 175: Lot 4 Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.006 af, Depth> 0.70" 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= 2.80" Area (ac) CN Descriotion 0.044 98 Paved parking, HSG B - 0.067 58 Woods /grass comb., Good, HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f tsec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Reach 311: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 0.17" for 2 -year event Inflow = 0.20 cfs @ 12.20 hrs, Volume= 0.033 of Outflow = 0.20 cfs @ 12.20 hrs, Volume= 0.033 af, Atten= 0 %, Lag= 0.0 min Runoff Analysis with Pond3 Type 1124 -hr 2 -year Rainfall =2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Pace 15 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, 15.26% Impervious, :Inflow Depth > 0.23" for 2 -year event Inflow = 0.18 cfs @ 12.21 hrs, Volume= 0.044 of Outflow = 0.18 cfs @ 12.21 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 > 0.17" for 2 -year event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.02 cfs @ 12.25 hrs, Volume= 0.004 af, Atten= 43 %, Lag= 9.7 min Primary = 0.02 cfs @ 12.25 hrs, Volume= 0.004 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1.004.27'@ 12.25 hrs Surf.Area =159 sf Storage= 21 cf Plug -Flow detention time= 38.0 min calculated for 0.004 of (93% of inflow) Center -of -Mass det. time= 16.7 min ( 899.7 - 883.0 ) 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= 1,004.20'11,003.40' S= 0.0258 T Cc= 0.900 n= 0.012 Primary OutFiow Max =0.02 cfs @ 12.25 hrs HW= 1,004.27' (Free Discharge) t -1= Culvert (Inlet Controls 0.02 cfs @ 0.88 fps) Inflow Area = 1.000 ac, Inflow = 0.19 cfs @ Outflow = 0.05 cfs @ Primary = 0.05 cfs @ Summary for Pond 7P: Pond 13.00% Impervious, Inflow Depth > 0.24" 12.15 hrs, Volume= 0.020 of 13.01 hrs, Volume= 0.017 af, 13.01 hrs, Volume= 0.017 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs for 2 -year event Atten = 76 %, Lag = 51.1 min Runoff Analysis with Pond3 Type// 24 -hr 2 -year Rainfall = 2.80" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydroCAD® 9.10 s/n 06767 @2010 HvdroCAD Software Solutions LLC Page 16 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.10' @ 13.01 firs Surf.Area= 2,389 sf Storage= 1,957 cf (238 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 51.3 min ( 920.1 - 868.9) Volume Invert Avail.Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert #1 Primary L= 20.0' RCP, square edge headwall, Ke= 0.500 12.0" Round Culvert Inlet/ Outlet Invert= 987.00'1986,00' S=0.0500? Cc= 0.900 n= 0.012 Primary OutFlow Max =0.05 cfs @ 13.01 hrs HW= 987.10' (Free Discharge) t1= Culvert (Inlet Controls 0.05 cfa @ 1.08 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 0.27" for 2 -year event Inflow = 0.08 cfs @ 12.05 hrs, Volume =_ 0.006 of Outflow = 0.06 cfs @ 12.13 hrs, Volume= 0.005 af, Atten= 31 %, Lag= 4.8 min Primary - 0.06 cfs @ 12.13 hrs, Volume= 0.005 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.31'@-12.13 hrs Surf.Area= 186 sf Storage= 29 cf Plug -Flow detention time= 32.6 min calculated for 0.005 of (94% of inflow) Center -of -Mass det. time= 13.5 min ( 872.4 - 858.9 ) #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below 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 Pond3 Type It 24 -hr 2 -year Rainfall = 2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Hydro CAD® 9.10 s/n 06767 © 2010 HVdroCAD Software Solutions LLC Page 17 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 =0.05 cfs @ 12.13 hrs HW= 1,004.31' (Free Discharge) 't-1= Culvert (Inlet Controls 0.05 cfs @ 1.13 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% impervious, Inflow Depth > 2.38" for 2 -year event Inflow = 0.05 cfs @ 11.90 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 15.05 hrs, Volume= 0.000 af, Atten= 98 %, Lag= 189.0 min Primary = 0.00 cfs @ 15.05 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.51'@ 15.05 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 492.8 min calculated for 0.000 of (15% of inflow) Center -of -Mass det. time= 273.3 min ( 1,004.1 - 730.8 ) Volume Invert Avail.Storage Storage Description 41 1,012.00' 0.051 of 2.00'W x 37.00'L x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,012.50'/ 1,011.50' S=0.0500'/' Cc= 0.900 _. n= 0.024 Primary OutFlow Max =0.00 cfs @ 15.05 hrs HW= 1,012.51' (Free Discharge) 1-1= Culvert (Barrel Controls 0.00 cfs @ 0.46 fps) Summary for Pond 14P: Lot 3 Culvert Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 0,52" for 2 -year event Inflow = 0.14 cfs @ 12.05 hrs, Volume= 0.009 of Outflow = 0.01 cfs @ 16.22 hrs, Volume= 0.002 af, Atten= 96 %, Lag= 249.8 min Primary = 0.01 cfs @ 16.22 hrs, Volume= 0.002 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,009.03'@ 16.22 hrs Surf.Area= 0.018 ac Storage= 0.006 of Plug -Flow detention time= 317.5 min calculated for 0.002 of (29% of inflow) Center -of -Mass det. time= 202.4 min ( 1,039.2 - 836.8 ) Volume Invert Avail.Storaoe Storaqe Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end - section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type Il 24-hr 2 -year Rainfall = 2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD 09.10 s/n 06767 @2010 HvdroCAD Software Solutions LLC Page 18 Inlet /Outlet Invert= 1,009.00'/ 1,008.00' S= 0.0625'P Cc= 0.900 n= 0.024 Primary OutFlow Max =0.01 cfs @ 16.22 hrs HW= 1,009.03' (Free Discharge) '�-1= Culvert (Inlet Controls 0.01 cfs @ 0.62 fps) Summary for Pond 16P: Lot 2 Culvert Inflow Area = 0.278 ac, 32.37% Impervious, Inflow Depth > 0.25" for 2 -year event Inflow = 0.05 cfs @ 12.11 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 16.10 hrs, Volume= 0.004 of, Atten= 82 %, Lag= 239.2 min Primary = 0.01 cfs @ 16.10 hrs, Volume= 0.004 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.54' @ 16.10 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 190.3 min calculated for 0.004 of (65% of inflow) Center -of -Mass det. time= 96.3 min ( 1,017.0 - 920.7 ) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.00 %x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices 91 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet /Outlet Invert= 1,007.50'/ 1,006.50' S= 0.0714'P Cc--0.900 n= 0.024 Primary OutFlow Max =0.01 cfs @ 16.10 hrs HW= 1,007.54' (Free Discharge) t1= Culvert (Inlet Controls 0.01 cfs @ 0.69 fps) Summary for Pond 1813: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 0.32" for 2 -year event Inflow = 0.10• -cfs @ 12.10 hrs, Volume= 0.010 of Outflow = 0.01 cfs @ 16.11 hrs, Volume= 0.007 af, Atten= 87 %, Lag= 240.7 min Primary = 0.01 cfs @ 16.11 hrs, Volume= 0.007 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.05'@ 16.11 hrs Surf.Area= 0.010 ac Storage= 0.004 of Plug -Flow detention time= 179.2 min calculated for 0.007 of (66% of inflow) Center -of -Mass det. time= 85.2 min ( 979.7 - 894.5 ) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,006.00'/ 1,005.00' S=0.0625/' Cc= 0.900 Runoff Analysis with Pond3 Type 11 24 -hr 2 -year Rainfall= 2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 n= 0.024 Primary OutFlow Max =0.01 cfs @ 16.11 hrs HW= 1,006.05' (Free Discharge) t1= Culvert (Inlet Controls 0.01 cfs @ 0.75 fps) Runoff Analysis with Pond3 Type// 24 -hr 10 -year Rainfall =4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD0 9 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1S: To Hwy 41 Runoff = 0.31 cfs @ 12.05 hrs, Volume= 0.018 af, Depth> 0.66" 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= 4.20" 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 = 1.39 cfs @ 12.13 hrs, Volume= 0.107 af, Depth> 0.66" 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= 4.20" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B ' 0.061 78 Wetland 1.960 60 Weighted Average, UI Adjusted CN = 58 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 0.0260 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 = 0.57 cfs @ 12.18 hrs, Volume= 0.047 af, Depth> 0.85' 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= 4.20" Runoff Analysis with Pond3 Type// 24 -hr 10 -year Rainfall= 4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods /grass comb., Good, HSG B 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 100.00% Unconnected Tc Length Slope min) (feet) (ft/ft) 15.4 100 0.0200 6.7 450 0.0500 22.1 550 Total Description 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.34 cis @ 12.03 hrs, Volume= 0.018 af, Depth> 0.86" 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 =4.20" 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 0.051)0 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 1US: To Basin Runoff = 0.96 cfs @ 12.12 hrs, Volume= 0.067 af, Depth> 0.80" 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= 4.20" Runoff Analysis with Pond3 Type 1l 24 -hr 10 -year Rainfall= 4.20" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 Area (ac) CN Description 0.130 98 Unconnected pavement, HSG S 0.870 58 Woods /grass comb., Good, HSG B 1.000 63 0.870 0.130 0.130 Tc Length Weighted Average, UI Adjusted CN = 61 87.00% Pervious Area 13.00% Impervious Area 100.00% Unconnected Velocity Capacity Description 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 Subcatchment 11S: Lot 1 Runoff = 0.07 cfs @ 11.90 hrs, Volume= 0.003 af, Depth> 3.65" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type it 24-hr 10 -year Rainfall= 4.20" 0.011 To Length Slope iin) (feet) (fUft) 1.0 50 0.0100 Impervious Area Capacity Description Sheet Flow, Smooth surfaces n= 0.011 P2= 2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.38 cfs @ 12.04 hrs, Volume= 0.020 af, Depth> 1.32" 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= 4.20" Area (ac) CN Descriotion 0.057 98 Paved parking, HSG B 0.127 58 Woods /grass comb., Good, HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Prepared by Campion Engineerir HydroCAD@ 9.10 s/n 06767 @ 2010 I Tc Length Slope Velocity (min) (feet) (ft/ft) (ft/sec) 11.7 50 0.0100 0.07 Type// 24 -hr 10 year Rainfal1= 4.20" Services, Inc. Printed 1/2912013 IroCAD Software Solutions LLC Page 23 Capacity Description (cfs) Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 15S: Lot 3 Runoff = 0.14 cfs @ 12.10 hrs, Volume= 0.009 af, Depth> 1.26" 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 = 4.20" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.061 58 Woods /grass comb. Good HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51 % Impervious Area Tc Length Slope min) (feet) (ft/ft ) 16.1 75 0.0100 Description 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 17S: Lot 4 Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.015 af, Depth> 1.59" 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= 4.20" Area fac) CN Description 0.044 98 Paved parking, HSG B _ 0.067 58 Woods /grass comb. Good HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n=0.240 P2=2.75" Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 0.66" for 10 -year event Inflow = 1.66 cfs @ 12.12 hrs, Volume= 0.125 of Outflow = 1.66 cfs @ 12.12 hrs, Volume= 0.125 af, Atten= 0 %, Lag= 0.0 min Runoff Analysis with Pond3 Type 11 24 -hr 10 -year Rainfall= 4.20" Prepared by Campion Engineering Services, Inc. Printed 112912013 HydroCAD@ 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 24 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, 15.26% Impervious, Inflow Depth > 0.84" for 10 -year event Inflow = 1.27 cfs @ 12.24 hrs, Volume= 0.160 of Outflow = 1.27 cfs @ 12.24 hrs, Volume= 0.160 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 > 0.66" for 10 -year event Inflow = 0.31 cfs @ 12.05 hrs, Volume= 0.018 of Outflow = 0.28 cfs @ 12.09 hrs, Volume= 0.018 at, Atten= 9 %, Lag= 2.4 min Primary = 0.28 cfs @ 12.09 hrs, Volume= 0.018 of Routing by Star -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.46'@ 12.09 hrs Surf.Area= 274 sf Storage= 63 cf Plug -Flow detention time= 13.2 min calculated for 0.018 of (97% of inflow) Center -of -Mass det. time= 5.4 min ( 843.0 - 837.7 ) #1 1,004.00' 17,387 cf Custom Stage Data 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 T,004.20' 12.0" Round Culvert L= 31.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet /Outlet Invert= 1,004.20'/ 1,003.49 S= 0.0258 'P Cc= 0.900 n= 0.012 Primary OutFlow Max =0.27 cfs @ 12.09 hrs HW= 1,004.46' (Free Discharge) t 1= Culvert (Inlet Controls 0.27 cfs @ 1.72 fps) Inflow Area = 1.000 ac, Inflow = 0.96 cfs @ Outflow = 0.40 cfs @ Primary = 0.40 cfs @ Summary for Pond 7P: Pond 13.00% Impervious, Inflow Depth > 0.80" 12.12 hrs, Volume= 0.067 of 12.36 hrs, Volume= 0.063 af, 12.36 hrs, Volume= 0.063 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs for 10- yearevent Atten= 58 %, Lag= 14.6 min Runoff Analysis with Pond3 Type 11 24 -hr 10 -year Rainfall = 4.20" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HVdroCADS 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 25 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.31' @ 12.36 hrs Surf.Area= 2,663 sf Storage= 2,482 cf (763 cf above start) Plug -Flow detention time= 285.4 min calculated for 0.023 of (34% of inflow) Center -of -Mass det. time= 30.5 min ( 864.1 - 833.6 ) Volume Invert Avall.Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 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 T Cc= 0.900 n= 0.012 Primary OutFlow Max =0.40 cfs @ 12.36 hrs HW= 987.31' (Free Discharge) t--1 =Culvert (Inlet Controls 0.40 cis @ 1.90 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 0.86" for 10 -year event Inflow = 0.34 cis @ 12.03 hrs, Volume 0.018 of Outflow = 0.32 cis @ 12.06 hrs, Volume= 0.018 af, Atten= 7 %, Lag= 2.2 min Primary = 0.32 cis @ 12.06 hrs, Volume= 0.018 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.48' @;12.06 hrs Surf.Area= 285 sf Storage= 68 cf Plug -Flow detention time= 13.4 min calculated for 0.018 of (98 % of Inflow) Center -of -Mass det. time= 5.3 min ( 830.9 - 825.7 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recatc) 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 Pond3 Type // 24 -hr 10 -year Rainfall= 4.20" Prepared by Campion Engineering Services, Inc. Printed 112 912 01 3 HydroCAD® 9.19 s/n 06767 © 2010 HydroCAD Software Solutions LLC Pace 26 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 =0.31 cfs @ 12.06 hrs HW= 1,004.47' (Free Discharge) t1 =Culvert (Inlet Controls 0.31 cfs @ 1.78 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% Impervious, Inflow Depth > 3.65" for 10- year event Inflow = 0.07 cfs @ 11.90 hrs, Volume= 0.003 of Outflow = 0.02 cfs @ 12.02 hrs, Volume= 0.001 af, Atten= 76 %, Lag = 7.5 min Primary = 0.02 cfs @ 12.02 hrs, Volume= 0.001 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.56'@ 12.02 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 213.9 min calculated for 0.001 of (44% of inflow) Center -of -Mass det. time= 114.6 min ( 842.0 - 727.5 ) Volume Invert Avail.Storage Storage Description #1 1,012.00' 0.051 of 2.00'W x 37.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,012.50' / 1,011.50' S= 0.0500'/' Cc= 0.900 _ n= 0.024 Primary OutFlow, Max =0.02 cfs @ 12.02 hrs HW= 1_,012.56' (Free Discharge) t--1= Culvert (Inlet Controls 0.02 cfs @ 0.80 fps) Summary for Pond 14P: Lot 3 Culvert Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 1.34" for 10 -year event Inflow = 0.40 cfs @ 12.04 hrs, Volume= 0.022 of Outflow = 0.12 cfs @ 12.27 hrs, Volume= 0.015 af, Atten= 70 %, Lag= 13.9 min Primary - 0.12 cfs @ 12.27 hrs, Volume= 0.015 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,009.16'@ 12.27 hrs Surf.Area= 0.021 ac Storage= 0.009 of Plug -Flow detention time= 124.5 min calculated for 0.015 of (71 % of inflow) Center -of -Mass det. time= 52.3 min ( 864.2 - 811.9) Volume Invert Avail.Storage Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.00 %x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end- section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type// 24 -hr 10 -year Rainfall =4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD(5) 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 27 Inlet/ Outlet Invert= 1,009.00'11,008.00' S= 0.0625'/' Cc= 0.900 n= 0.024 Primary OutFlow Max =0.12 cfs @ 12.27 hrs HW= 1,009.15' (Free Discharge) t---1= Culvert (Inlet Controls 0.12 cfs @ 1.34 fps) Summary for Pond 1613: Lot 2 Culvert Inflow Area = 0.278 ac, 32.37% Impervious, Inflow Depth > 1.04" for 10 -year event Inflow = 0.21 cfs @ 12.19 hrs, Volume= 0.024 of Outflow = 0.19 cfs @ 12.28 hrs, Volume= 0.022 af, Atten= 10 %, Lag= 5.1 min Primary = 0.19 cfs @ 12.28 hrs, Volume = 0.022 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.70'@ 12.28 hrs Surf.Area= 0.008 ac Storage= 0.003 of Plug -Flow detention time = 44.7 min calculated for 0.022 of (91% of inflow) Center -of -Mass det. time= 16.4 min ( 863.0 - 846.5 ) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.001 x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,007.50'/ 1,006.50' S= 0.0714'P Cc= 0.900 n= 0.024 Primary OutFlow Max =0.18 cfs @ 12.28 hrs HW= 1,007.70' (Free Discharge) 1-1= Culvert (Inlet Controls 0.18 cfs @ 1.51 fps) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 1.13" for 10 -year event Inflow = 0.31ofs @ 12.21 hrs, Volume= 0.037 of Outflow = 0.29 cfs @ 12.31 hrs, Volume= 0.033 af, Atten= 12 %, Lag= 5.8 min Primary = 0.29 cfs @ 12.31 hrs, Volume= 0.033 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.24' @ 12.31 hrs Surf.Area= 0.013 ac Storage= 0.006 of Plug -Flow detention time= 50.5 min calculated for 0.033 of (90% of inflow) Center -of -Mass det. time= 19.5 min ( 859.3 - 839.8 ) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006:00' 15.0" Round Culvert L= 16.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,006.00'/ 1,005.00' S=0.06257' Cc= 0.900 Runoff Analysis with Pond3 Type// 24 -hr 10 -year Rainfall= 4.20" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCAD@ 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 28 n= 0.024 Primary OutFlow Max =0.28 cfs @ 12.31 hrs HW= 1,006.24' (Free Discharge) t1= Culvert (Inlet Controls 0.28 cfs @ 1.68 fps) Runoff Analysis with Pond3 Type ll 24 -hr 100 -year Rainfall= 6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 1S: To Hwy 41 Runoff = 0.82 cfs @ 12.04 hrs, Volume= 0.043 af, Depth> 1.57' 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= 6.00" 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 = 3.83 cfs @ 12.11 hrs, Volume= 0.256 af, Depth> 1.57' 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 = 6.00" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B 0.061 78 Wetland " 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description 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 = 1.38 cfs @ 12.16 hrs, Volume= 0.103 af, Depth> 1.88" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type It 24 -hr 100 -year Rainfall= 6.00" Runoff Analysis with Pond3 Type 1124 -hr 100 -year Rainfall= 6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 30 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods /grass comb., Good, HSG B ' 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 89.86% Pervious Area 0.067 450 10.14% Impervious Area 0.067 Shallow Concentrated Flow, 100.00% Unconnected Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (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 Runoff = 550 Total Summary for Subcatchment 8S: To Hwy 41 0.80 cfs @ 12.02 hrs, Volume= 0.039 af, Depth> 1.89" 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= 6.00" 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 9.4 85 Runoff = :Description 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 10S: To Basin 2.35 cfs @ 12.10 hrs, Volume= 0.150 af, Depth> 1.80" 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 = 6.00" Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall= 6.00" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCAD@ 9 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Paqe 31 Area (ac) CN Description 0.130 0.870 98 Unconnected pavement, HSG B 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 Tc (min) Length (feet) Slope (ft/ft) Velocity Capacity (ft/sec) (cfs) Description 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 Subcatchment 11S: Lot 1 Runoff = 0.10 cfs @ 11.90 hrs, Volume= 0.005 af, Depth> 5.27' 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 =6.00" Area (ac) CN Description 0.011 98 Paved parking HSG B 0.011 100.00% impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af, Depth> 2.57' Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type tl 24 -hr 100 -year Rainfall = 6.00" Area (ac) CN Description 0.057 98 Paved parking, HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Type ll 24 -hr f 00 year Rainfall =6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD@ 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 32 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/fl) (ft/sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 15S: Lot 3 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.017 af, Depth> 2.48" 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 =6.00" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 17S: Lot 4 Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.027 af, Depth> 2.93" 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= 6.00" Area fac) CN Descriotion 0.044 98 Paved parking, HSG B 0.067 58 Wnods /grass comb., Good, HSG t3 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73 % Impervious, Inflow Depth > 1.57" for 100 -year event Inflow = 4.55 cfs @ 12.11 hrs, Volume= 0.299 of Outflow = 4.55 cfs @ 12.11 hrs, Volume= 0.299 af, Atten= 0 %u, Lag= 0.0 min Runoff Analysis with Pond3 Type l/ 24 -hr 100 -year Rainfall= 6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 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, 15.26% Impervious, Inflow Depth > 1.88" for 100 -year event Inflow = 4.09 cfs @ 12.18 hrs, Volume= 0.361 of Outflow = 4.09 cfs @ 12.18 hrs, Volume= 0.361 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 413: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth > 1.57" for 100 -year event Inflow = 0.82 cfs @ 12.04 hrs, Volume= 0.043 of Outflow = 0.78 cfs @ 12.07 hrs, Volume= 0.043 af, Atten= 6 %, Lag= 1.9 min Primary = 0.78 cfs @ 12.07 hrs, Volume= 0.043 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.65' @ 12.07 hrs Surf.Area= 386 sf Storage= 125 of Plug -Flow detention time= 7.4 min calculated for 0.043 of (99% of inflow) Center -of -Mass det. time= 3.6 min ( 820.1 - 816.5 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 of Custom Stage Data (Prismatic) Listed below (Recalo) 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't 1,003.40' S=0.0258'1' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.76 cfs @ 12.07 hrs HW= 1,004.64' (Free Discharge) 't-1= Culvert (Inlet Controls 0.76 cfs @ 2.26 fps) Inflow Area = 1.000 ac, Inflow = 2.35 cfs @ Outflow = 1.39 cfs @ Primary = 1.39 cfs @ Summary for Pond 7P: Pond 13.00% Impervious, Inflow Depth > 1.80" 12.10 hrs, Volume= 0.150 of 12.26 hrs, Volume= 0.144 af, 12.26 hrs, Volume= 0.144 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs for 100 -year event Atten= 41 %, Lag= 9.3 min Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfal1= 6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Bev= 987.62' @ 12.26 hrs Surf.Area= 2,820 sf Storage= 3,321 of (1,602 cf above start) Plug -Flow detention time= 134.6 min calculated for 0.105 of (70% of inflow) Center -of -Mass det. time= 21.4 min ( 836.8 - 815.4) #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 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=0.05007 Cc= 0.900 n= 0.012 Primary OutFlow Max =1.38 cfs @ 12.26 hrs HW= 987.62' (Free Discharge) 't-1= Culvert (Inlet Controls 1.38 cis @ 2.69 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 1.89" for 100 -year event Inflow - 0.80 cfs @ 12.02 hrs, Volume =- 0.039 of Outflow = 0.75 cfs @ 12.05 hrs, Volume= 0.039 af, Man= 6 %, Lag= 2.0 min Primary = 0.75 cfs @ 12.05 hrs, Volume= 0.039 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.64' @12.05 hrs Surf.Area= 381 sf Storage= 122 cf Plug -Flow detention time= 8.1 min calculated for 0.039 of (99% of inflow) Center -of -Mass det. time= 3.8 min ( 811.9 - 808.0 ) 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 -feel) 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 Pond3 Type 11 24-hr 100 -year Rainfall= 6.00" Preoared by Campion Engineering Services, Inc. Printed 1/29/2013 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 =0.75 cfs @ 12.05 hrs HW= 1,004.64' (Free Discharge) t-1= Culvert (Inlet Controls 0.75 cfs @ 2.26 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% Impervious, Inflow Depth > 5.27" for 100 -year event Inflow = 0.10 cfs @ 11.90 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 11.96 hrs, Volume= 0.003 af, Atten= 32 %, Lag= 3.9 min Primary = 0.07 cfs @ 11.96 hrs, Volume= 0.003 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.62'@ 11.96 hrs Surf.Area= 0.007 ac Storage= 0.003 of Plug -Flow detention time= 155.4 min calculated for 0.003 of (61 % of inflow) Center -of -Mass det. time= 80.6 min ( 806.2 - 725.6 ) Volume Invert Avail Storage Storage Description #1 1,012.00' 0.051 of 2.00'W x 37.001 x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end - section conforming to fill, Ke= 0.500 . Inlet /Outlet Invert= 1,012.50'/ 1,011.50' S= 0.0500'P Cc= 0.900 - n= 0.024 Primary OutFlow Max =0.07 cfs @ 11.96 hrs HW= 1,012.62' (Free Discharge) t1= Culvert (Inlet Controls 0.07 cfs @ 1.16 fps) Summary for Pond 14P: Lot 3 Culvert Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 2.61" for 100 -year event Inflow = 0.79 cfs @ 12.03 hrs, Volume= 0.042 of Outflow = 0.54 cfs @ 12.13 hrs, Volume= 0.036 af, Atten= 31 %, Lag= 6.0 min Primary = 0.54 cfs @ 12.13 hrs, Volume= 0.036 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,009.34'@ 12.13 hrs Surf.Area= 0.025 ac Storage= 0.013 of Plug -Flow detention time= 74.5 min calculated for 0.036 of (84% of inflow) Center -of -Mass det. time= 28.7 min ( 825.3 - 796.6 ) Volume Invert Avail Storage Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end - section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall= 6.00" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 36 Inlet /Outlet Invert= 1,009.00'/ 1,008.00' S=0.0625'/' Cc= 0.900 n= 0.024 Primary OutFlow Max =0.53 cfs @ 12.13 hrs HW= 1,009.34' (Free Discharge) �1=Culvert (Inlet Controls 0.53 cfs @ 1.98 fps) Inflow Area = 0.278 ac, Inflow = 0.81 cfs @ Outflow = 0.78 cfs @ Primary = 0.78 cfs @ Summary for Pond 1613: Lot 2 Culvert 32.37% Impervious, Inflow Depth > 2.29" 12.12 hrs, Volume= 0.053 of 12.16 hrs, Volume= 0.051 af, 12.16 hrs, Volume= 0.051 of for 100 -year event Atten= 4 1/6, Lag= 2.4 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.91'@ 12.16 hrs Surf.Area= 0.010 ac Storage= 0.005 of Plug -Flow detention time= 23.0 min calculated for 0.051 of (95% of inflow) Center -of -Mass det. time= 8.4 min ( 825.8 - 817.4) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.00% x 3.00'H Prlsmatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,007.60'/ 1,006.50' S= 0.0714'P Cc= 0.900 - n= 0.024 Primary OutFlow Max =0.77 cfs @ 12.16 hrs HW= 1,007.91' (Free Discharge) L1= Culvert (Inlet Controls 0.77 cfs @ 2.18 fps) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 2.40" for 100 -year event Inflow = 1.17 cfs @ 12.14 hrs, Volume= 0.078 of Outflow = 1.08 cfs @ 12.19 hrs, Volume= 0.074 af, Atten= 7 %, Lag= 3.4 min Primary = 1.08 cfs @ 12.19 hrs, Volume= 0.074 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.49'@ 12.19 hrs Surf.Area= 0.016 ac Storage= 0.009 of Plug -Flow detention time= 27.8 min calculated for 0.074 of (95% of inflow) Center -of -Mass det. time= 11.0 min ( 825.1 - 814.1 ) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z =4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end- section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,006.00'/ 1,005.00' S= 0.0625'13 Cc= 0.900 Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall =6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 n= 0.024 Primary OutFlow Max =1.07 cfs @ 12.19 hrs HW= 1,006.49' (Free Discharge) t-1 =Culvert (Inlet Controls 1.07 cfs @ 2.39 fps) 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 63000haskand_Pond_Case 1.05 61 "P8 urban Catchment Model, version 3.4 58 Run Date 12/18/12 1 0.08 0.13 case 6300chaskand.p8c FirstDate 01/01/70 Precip(in) 271.4 Title 6300 Chaska Road Lastoate 12/31/79 Rain(in) 229.61 1 1 1 PrecFile msp_4989.pcp Events 699 Snow(in) 41.78 0.02 0.02 1 PartFile nurp50.p8p TotalHrs 87000 Totalvrs 9.92 Page 1 Case Title 6300 Chaska Road Case Data File 6300chaskand.p8c Path C: \P8\ Case Notes: Storm Data File msp_4989.pcp Particle File nurp50.p8p Air Temp File File msp_4889.tmp Time steps Per Hour 4 Minimum Inter -Event Time (hrs) 10 Maximum continuity Error % 2 Rainfall Breakpoint (inches) 0.8 Precipitation scale Factor 1 Air Temp Offset (de -F) 0 Loops Thru Storm File 1 Simulation Dates start 6/1/1969 Keep 1/1/1970 stop 12/31/1979 Max Snowfall Temperature (deg -f) 32.0 SnowMelt Temperature (deg -f) 32.0 Snowmelt Coef (in /degF -Day) 0.06 Soil Freeze Temp (deg -F) - 32.0 snowmelt Abstraction Factor 1.00 Evapo- Trans. Calibration Factor 1.00 Growing season Start Month 5 Growing Season End Month 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 Particle Data Particle File nurp50.p8p 6300Chaskand_Pond_ case Sweeping Frequency 0 0.5 0.5 1 Sweeping Efficiency Sweeping start Date (MMDD) 1 101 1 101 101 Sweeping Stop Date (MMDD) 1231 1231 1231 Device Data Device Name Proposed Pond 0.03 Device Type PIPE POND First Order Decay Rate Infiltration Outlet 0 0 0 Normal Outlet 2nd Order Decay {1 /day Proposed 0 Spillway Outlet 0 Proposed impervious Runoff conc Pervious Runoff Conc ( Particle Removal Scale Factor 0 100 1 0 100 Bottom Elevation (ft) Pervious Conc Exponent ACCUm. Rate (lbs -ac -da 884 1 1.75 Bottom Area (acres) 1 1.75 0.001 Particle Removal Rate Permanent Pool Area (acres) 0.25 0.034 0.25 Permanent Pool volume (ac -ft) washoff coefficient 0.031 20 Perm Pool Infilt Rate (in /hr) 20 0 Washoff Exponent Flood Pool Area (acres) 2 0.051 2 Flood Pool volume (ac -ft) Sweeper Efficiency 0.063 0 Flood Pool Infilt Rate (in /hr) 5 0 Water Quality component Infilt Basin void Fraction ( %) Detention Pond Outlet Parameters Component Name T55 Outlet Type TKN ORIFICE PB outlet orifice Diameter (in) 6 Orifice Discharge Coef 0.6 (ppm) Outlet Weir Length (ft) Weir Discharge Coef Page 2 Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) i 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 PO% 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 Pervious Runoff Conc ( 1 1 0 100 0 100 0 100 0 200 Pervious Conc Exponent ACCUm. Rate (lbs -ac -da 0 0 1 1.75 1 1.75 1 1.75 1 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 T55 TP TKN -cu PB HC Water Quality criteria (ppm) Page 2 ZN 630OChaskand_Pond_case 0.025 2 2 0.05 1 0.0048 0.1 0.5 0.02 1 1 1 0.02 0.014 0.15 1 5 0.0362 0.38 1 99000 Level 1 5 0.1 640000 3850 15000 Level 2 10 0.5 3850 15000 340 Level 3 20 1 15000 340 Content Scale Factor 1 1 340 180 Particle Composition (mg /kg) PO% 0 250000 P10% 1000000 22500 P30% 1000000 22500 P50% 1000000 22500 P80% 1000000 22500 630OChaskand_Pond_case 0.025 2 2 0.05 1 0.0048 0.1 0.5 0.02 1 1 1 0.02 0.014 0.15 1 5 0.0362 0.38 1 99000 600000 13600 2000 640000 3850 15000 340 180 1600 3850 15000 340 180 1600 3850 15000 340 180 1600 0 0 340 180 0 Page 3 Mass Balances by Device and variable Device: OVERALL Type: NONE Mass Balance Term Flow_acft 6300chaskand_Pond_Device and variable watershed inflows "P8 urban catchment 0.00 Model, version 3.4 normal outlet 3.57 Run Date 12/18/12 6300chaskand.p8c Firstoate 01/01/70 Case 09 total inflow 3.57 0.00 Precip(in) Title 271.4 6300 Chaska Road Lastoate 12/31/79 Rain(in) PreCFile 229.61 msp_4989.pcp Events 699 Snow(in) PartFile 41.78 nurp50.p8p TotalHrs 87000 TotalYrs 9.92 mass balance chec 0.00 0.00 Mass Balances by Device and variable Device: OVERALL Type: NONE Mass Balance Term Flow_acft Flow_cfs 01 watershed inflows 3.57 0.00 06 normal outlet 3.57 0.00 08 sedimen + decay 0.00 0.00 09 total inflow 3.57 0.00 10 surface outflow 3.57 0.00 12 total outflow 3.57 0.00 13 total trapped 0.00 0.00 14 storage increase 0.00 0.00 15 mass balance chec 0.00 0.00 Reduction M 0.00 0.00 Page 1 variable:TP Load_lbs Load_lbs /yr conc_ppm 2.2 0.2 0.23 2.0 0.2 0.20 0.2 0.0 2.2 0.2 0.23 2.0 0.2 0.20 2.0 0.2 0.20 0.2 0.0 0.0 0.0 0.0 0.0 9.7 9.7 Page 1 A_ z``e g $ e E HIM: g x 0 z O 2 2 p _N y W 3F � vxi 3� ze fr+ F i O W °� O a 3t DOE F53 w � W U ill. -_- -- ',' ,44 � `O; al',Tg�°aL��f,• \ �''. ° ° , , i. ipO^ j$ EMY _ _ �i ; - __ ,• __ 4 g$B a c R p 7q S� I g N a. e S • $® q i � I1III jQl� l I I �� N & 'i • I I I 1 1 1 I Z TIII`II S ¢ N O O w z w o w n N Z F Z F- W ¢O� W� j Lo UJ ! g m i = W U i H y , oil Mg Ag !77. ------- rip- ---- _ Y � Y oil e a 4 Existing Ponding Area Subcat Reacn on .Link v Wetland Analysis Type ll 24 -hr 2 -Year Rainfall = 2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Summary for Subcatchment 1 S: Tributary Area Runoff = 11.48 cfs @ 12.07 hrs, Volume= 0.695 af, Depth> 0.61" 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= 2.80" Area (ac) CN Description 0.300 78 Wetland 6.800 72 1/3 acre lots, 30% imp, HSG B 2.600 65 Woods /grass comb.., Fair, HSG B 1.100 98 Paved roads w /curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp HSG B 13.600 72 Weighted Average 9.760 71.76% Pervious Area 3.840 28.24% Impervious Area j Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft} (ft/sec) (cfs) 8.0 100 0.1000 0.21 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4.24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 13.7 1,200 Total Summary for Pond 213: Existing Ponding Area Inflow Area = 13.600 ac, 28.240/a Impervious, Inflow Depth > 0.61" for 2 -Year event Inflow = 11.48 cfs @ 12.07 hrs, Volume= 0.695 of Outflow = 8.61 cfs @ 12.17 hrs, Volume= 0.692 af, Atten= 25 %, Lag= 5.5 min Primary = 8.61 cfs @ 12.17 hrs, Volume= 0.692 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 986.42'@ 12.17 hrs Surf.Area= 5,893 sf Storage= 3,791 cf Plug -Flow detention time= 7.2 min calculated for 0.690 of (99% of inflow) Center -of -Mass det. time= 5.6 min ( 831.6 - 826.0 ) Volume Invert Avail Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Wetland Analysis Type ll 24 -hr 2 -Year Rainfal1= 2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HVdroCAD® 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 3 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 985.23 100 0 0 986.00 4,200 1,655 1,655 988.00 12,200 16,400 18,055 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 Device Routing Invert Outlet Devices #1 Primary 985.23' 30.0" Round Culvert L= 140.0' CMP, end- section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 985.23'/ 983.24' S=0.0142'/' Cc--0.900 n= 0.012 Primary OutFlow Max =8.50 cfs @ 12.17 hrs HW= 986.42' (Free Discharge) '-1= Culvert (Inlet Controls 8.50 cfs @ 3,71 fps) Wetland Analysis Prenared by CamDion Engineering Services, Inc. Type 11 24 -hr 10 -Year Rainfall= 4.20" Printed 1/29/2013 Summary for Subcatchment 1S: Tributary Area Runoff = 28.78 cfs @ 12.06 hrs, Volume= 1.645 af, Depth> 1.45" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type Il 24 -hr 10 -Year Rainfall= 4.20 ". Area (ac) CN Description * 0.300 78 Wetland 6.800 72 1/3 acre tots, 30% imp, HSG B 2.600 65 Woods /grass comb., Fair, HSG B 1.100 98 Paved roads w /curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp HSG B 13.600 72 Weighted Average 9.760 71.76% Pervious Area 3.840 28.240/6 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 8.0 100 0.1000 0.21 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4.24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 13.7 1,200 Total _ Summary for Pond 2P: Existing Ponding Area Inflow Area = 13.600 ac, 28.24% impervious, Inflow Depth > 1.45" for 10 -Year event Inflow = 28.78 cfs @ 12.06 hrs, Volume= 1.645 of Outflow = 20.98 cfs @ 12.16 hrs, Volume= 1.640 af, Atten= 27 %, Lag= 5.8 min Primary = 20.98 cfs @ 12.16 hrs, Volume= 1.640 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 987.28' @ 12.16 hrs Surf.Area= 9,316 sf Storage= 10,299 cf Plug -Flow detention time= 7.4 min calculated for 1.634 of (99% of inflow) Center -of -Mass det. time= 6.1 min ( 813.3 - 807.2 ) Volume Invert Avail Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Wetland Analysis Type It 24 -hr 10 -Year Rainfall= 4.20" Prepared by Campion Engineering Services, Inc. Printed 112912013 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 985.23 100 0 0 986.00 4,200 1,655 1,655 988.00 12,200 16,400 18,055 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 #1 Primary 985.23' 30.0" Round Culvert L= 140.0' CMP, end- section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 985.23'/ 983.24' S=0.0142? Cc= 0.900 n= 0.012 Primary OutFlow Max =20.85 cfs @ 12.16 hrs HW= 987.27' (Free Discharge) t-- 1= Culvert (Inlet Controls 20.85 cfs @ 4.86 fps) Wetland Analysis Type 1124 -hr 100 -Year Rainfall= 6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 W,,& r`Anm o in s/n 09767 02010 HvdroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Tributary Area Runoff = 54.64 cfs @ 12.06 hrs, Volume= 3.114 af, Depth> 2.75" 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= 6.00" Area (ac) CN Description 0.300 78 Wetland 6.800 72 113 acre lots, 30% imp, HSG B 2.600 65 Woods /grass comb., Fair, HSG B 1.100 98 Paved roads w /curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp HSG B 13.600 72 Weighted Average 9.760 Grass: Dense n= 0.240 P2= 2.80" 71.76% Pervious Area 3.840 0.0670 28.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 100 0.1000 0.21 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4.24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterwav Kv= 15.0 fps 13.7 1,200 Total Summary for Pond 2P: Existing Ponding Area Inflow Area = 13.600 ac, 28.24% Impervious, Inflow Depth > 2.75" for 100 -Year event Inflow = 54.64 cfs @ 12.06 hrs, Volume= 3.114 of Outflow = 33.03 cfs @ 12.18 hrs, Volume= 3.105 af, Atten= 40 %, Lag= 7.6 min Primary = 33.03 cfs @ 12.18 hrs, Volume= 3.105 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 988.43' @ 12.19 hrs Surf.Area= 14,214 sf Storage= 23,776 cf Plug -Flow detention time= 8.5 min calculated for 3.094 of (99% of inflow) Center -of -Mass det. time = 7.4 min ( 801.3 - 794.0 ) Volume Invert Avail .Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recaic) Wetland Analysis Type 1124 -hr 100 -Year Rainfal1= 6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD@ 9.10 sin 06767 © 2010 HydroCAD Software Solutions LLC Page 7 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 985.23 100 0 0 986.00 4,200 1,655 1,655 988.00 12,200 16,400 18,055 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 Device Routing Invert Outlet Devices #1 Primary 985.23' 30.0" Round Culvert L= 140.0' CMP, end - section conforming to FlII, Ke= 0.500 Inlet/ Outlet Invert= 985.23'1 981M S=0.01427 Cc--0.900 n= 0.012 Primary OutFlow Max =32.93 GIs @ 12.18 hrs HW= 988.42' (Free Discharge) I—'-1 = Culvert (Inlet Controls 32.93 cfs @ 6.71 fps)