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Proposed Stormwater Calculations1S Proposed Area P1 2S Proposed Area P3 3S Proposed Area P2 4S Proposed Area P4 5S Proposed Area P5 8S Proposed Area P8 9S Proposed Area P9 10S Proposed Area P10 11S Proposed Area P11 15S Area 1 drainage 17S Area 2 drainage 23S FE3 1R Piped to Pond 2R Piped to Pond 8R Area to West 9R Piped to Pond 10R Piped to Pond 11R Piped to Pond 16R north ditch one 18R north ditch 2 19R north ditch 3 20R north ditch 4 2P Ponding at Catch Basin 3P Ponding at Catch Basin 4P Filtration Basin 5P Pond in Area P5 9P Ponding at Catch Basin 10P Ponding at Catch Basin 11P Ponding at Catch Basin 22P North ditch outlet Routing Diagram for 14-0105 PROPOSED Prepared by Otto Associates, Engineers & Land Surveyors, Inc., Printed 2/13/2014 HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 2HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Proposed Area P1 Runoff=2.71 cfs @ 12.07 hrs, Volume=0.174 af, Depth=1.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription 0.20098Paved parking & roofs 0.70083Woods, Poor, HSG D 0.64080>75% Grass cover, Good, HSG D 1.54084Weighted Average 1.34087.01% Pervious Area 0.20012.99% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 14.91100.01000.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 2S: Proposed Area P3 Runoff=0.55 cfs @ 12.01 hrs, Volume=0.028 af, Depth=1.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription 0.07098Paved parking & roofs 0.17080>75% Grass cover, Good, HSG D 0.24085Weighted Average 0.17070.83% Pervious Area 0.07029.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.91000.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 3S: Proposed Area P2 Runoff=0.59 cfs @ 12.03 hrs, Volume=0.033 af, Depth=1.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 3HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.06098Paved parking & roofs 0.23080>75% Grass cover, Good, HSG D 0.29084Weighted Average 0.23079.31% Pervious Area 0.06020.69% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 10.61250.03000.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 4S: Proposed Area P4 Runoff=5.21 cfs @ 12.08 hrs, Volume=0.343 af, Depth=1.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription 1.05098Paved parking & roofs 0.16077Woods, Poor, HSG C 2.15074>75% Grass cover, Good, HSG C 3.36082Weighted Average 2.31068.75% Pervious Area 1.05031.25% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 15.52000.03000.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 5S: Proposed Area P5 Runoff=11.80 cfs @ 12.10 hrs, Volume=0.829 af, Depth=1.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription 2.00098Paved parking & roofs 3.85080>75% Grass cover, Good, HSG D *0.50098pond 6.35087Weighted Average 3.85060.63% Pervious Area 2.50039.37% Impervious Area Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 4HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 15.52000.03000.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 2.33500.02802.51 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 17.8550Total Summary for Subcatchment 8S: Proposed Area P8 Runoff=0.74 cfs @ 11.97 hrs, Volume=0.035 af, Depth=1.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription 0.10098Paved parking & roofs 0.18080>75% Grass cover, Good, HSG D 0.28086Weighted Average 0.18064.29% Pervious Area 0.10035.71% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.8700.04290.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.2150.01001.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.085Total Summary for Subcatchment 9S: Proposed Area P9 Runoff=0.85 cfs @ 12.00 hrs, Volume=0.043 af, Depth=1.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription 0.02098Paved parking & roofs 0.15083Woods, Poor, HSG D 0.25080>75% Grass cover, Good, HSG D 0.42082Weighted Average 0.40095.24% Pervious Area 0.0204.76% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.2950.03300.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 5HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Proposed Area P10 Runoff=0.96 cfs @ 12.02 hrs, Volume=0.051 af, Depth=1.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription 0.06098Paved roads w/curbs & sewers 0.04083Woods, Poor, HSG D 0.40080>75% Grass cover, Good, HSG D 0.50082Weighted Average 0.44088.00% Pervious Area 0.06012.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 9.61100.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 11S: Proposed Area P11 Runoff=1.15 cfs @ 12.03 hrs, Volume=0.064 af, Depth=1.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription 0.10098Paved parking & roofs 0.06083Woods, Poor, HSG D 0.44080>75% Grass cover, Good, HSG D 0.60083Weighted Average 0.50083.33% Pervious Area 0.10016.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 11.01300.03000.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 15S: Area 1 drainage Runoff=1.43 cfs @ 12.22 hrs, Volume=0.148 af, Depth=0.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 6HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Area (ac)CNDescription *0.44099pavement 2.500652 acre lots, 12% imp, HSG B 2.94070Weighted Average 2.20074.83% Pervious Area 0.74025.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 25.0 Direct Entry, Summary for Subcatchment 17S: Area 2 drainage Runoff=1.81 cfs @ 12.30 hrs, Volume=0.247 af, Depth=0.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription *0.25099pavement 6.300652 acre lots, 12% imp, HSG B 6.55066Weighted Average 5.54484.64% Pervious Area 1.00615.36% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 30.0 Direct Entry, Summary for Subcatchment 23S: FE3 Runoff=3.37 cfs @ 12.02 hrs, Volume=0.179 af, Depth=1.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr Rainfall=2.80" Area (ac)CNDescription *0.22099pavement 1.45080>75% Grass cover, Good, HSG D 1.67083Weighted Average 1.45086.83% Pervious Area 0.22013.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 9.61100.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 7HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Reach 1R: Piped to Pond Inflow Area =0.290 ac,20.69% Impervious, Inflow Depth = 1.35" for 2 yr event Inflow=0.59 cfs @ 12.03 hrs, Volume=0.033 af Outflow=0.59 cfs @ 12.04 hrs, Volume=0.033 af, Atten= 1%, Lag= 0.8 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.61 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.84 fps, Avg. Travel Time= 3.7 min Peak Storage= 42 cf @ 12.04 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 186.0' Slope= 0.0050 '/' Inlet Invert= 974.93', Outlet Invert= 974.00' Summary for Reach 2R: Piped to Pond Inflow Area =0.240 ac,29.17% Impervious, Inflow Depth = 1.42" for 2 yr event Inflow=0.55 cfs @ 12.01 hrs, Volume=0.028 af Outflow=0.52 cfs @ 12.04 hrs, Volume=0.028 af, Atten= 5%, Lag= 1.7 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.53 fps, Min. Travel Time= 2.7 min Avg. Velocity = 0.78 fps, Avg. Travel Time= 8.6 min Peak Storage= 83 cf @ 12.04 hrs Average Depth at Peak Storage= 0.31' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 404.0' Slope= 0.0050 '/' Inlet Invert= 976.02', Outlet Invert= 974.00' Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 8HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Reach 8R: Area to West Inflow Area =23.200 ac,25.54% Impervious, Inflow Depth > 0.74" for 2 yr event Inflow=2.61 cfs @ 12.58 hrs, Volume=1.439 af Outflow=2.61 cfs @ 12.58 hrs, Volume=1.439 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Summary for Reach 9R: Piped to Pond Inflow Area =0.420 ac,4.76% Impervious, Inflow Depth = 1.22" for 2 yr event Inflow=0.85 cfs @ 12.00 hrs, Volume=0.043 af Outflow=0.81 cfs @ 12.03 hrs, Volume=0.043 af, Atten= 5%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.86 fps, Min. Travel Time= 2.4 min Avg. Velocity = 0.90 fps, Avg. Travel Time= 7.5 min Peak Storage= 115 cf @ 12.03 hrs Average Depth at Peak Storage= 0.39' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 407.0' Slope= 0.0050 '/' Inlet Invert= 970.54', Outlet Invert= 968.50' Summary for Reach 10R: Piped to Pond Inflow Area =0.500 ac,12.00% Impervious, Inflow Depth = 1.22" for 2 yr event Inflow=0.96 cfs @ 12.02 hrs, Volume=0.051 af Outflow=0.93 cfs @ 12.04 hrs, Volume=0.051 af, Atten= 3%, Lag= 1.2 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.97 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.96 fps, Avg. Travel Time= 5.4 min Peak Storage= 97 cf @ 12.04 hrs Average Depth at Peak Storage= 0.42' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 9HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 310.0' Slope= 0.0050 '/' Inlet Invert= 970.05', Outlet Invert= 968.50' Summary for Reach 11R: Piped to Pond Inflow Area =0.600 ac,16.67% Impervious, Inflow Depth = 1.29" for 2 yr event Inflow=1.15 cfs @ 12.04 hrs, Volume=0.064 af Outflow=1.14 cfs @ 12.05 hrs, Volume=0.064 af, Atten= 1%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.14 fps, Min. Travel Time= 0.8 min Avg. Velocity = 1.04 fps, Avg. Travel Time= 2.4 min Peak Storage= 55 cf @ 12.05 hrs Average Depth at Peak Storage= 0.47' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.53 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 151.0' Slope= 0.0050 '/' Inlet Invert= 969.26', Outlet Invert= 968.50' Summary for Reach 16R: north ditch one Inflow Area =2.940 ac,25.17% Impervious, Inflow Depth = 0.61" for 2 yr event Inflow=1.43 cfs @ 12.22 hrs, Volume=0.148 af Outflow=1.41 cfs @ 12.25 hrs, Volume=0.148 af, Atten= 1%, Lag= 1.8 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.00 fps, Min. Travel Time= 2.4 min Avg. Velocity = 0.77 fps, Avg. Travel Time= 6.3 min Peak Storage= 205 cf @ 12.25 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 4.00' Flow Area= 16.0 sf, Capacity= 101.38 cfs Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 10HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 6.00' Length= 290.0' Slope= 0.0099 '/' Inlet Invert= 987.22', Outlet Invert= 984.36' Summary for Reach 18R: north ditch 2 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 0.50" for 2 yr event Inflow=3.17 cfs @ 12.28 hrs, Volume=0.395 af Outflow=3.12 cfs @ 12.32 hrs, Volume=0.395 af, Atten= 2%, Lag= 2.3 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.63 fps, Min. Travel Time= 3.0 min Avg. Velocity = 1.09 fps, Avg. Travel Time= 7.3 min Peak Storage= 569 cf @ 12.32 hrs Average Depth at Peak Storage= 0.52' Bank-Full Depth= 4.50' Flow Area= 19.1 sf, Capacity= 131.73 cfs 2.00' x 4.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 6.50' Length= 480.0' Slope= 0.0105 '/' Inlet Invert= 983.90', Outlet Invert= 978.88' Summary for Reach 19R: north ditch 3 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 0.50" for 2 yr event Inflow=3.12 cfs @ 12.32 hrs, Volume=0.395 af Outflow=3.12 cfs @ 12.32 hrs, Volume=0.395 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.02 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.68 fps, Avg. Travel Time= 0.6 min Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 11HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Peak Storage= 47 cf @ 12.32 hrs Average Depth at Peak Storage= 0.36' Bank-Full Depth= 5.00' Flow Area= 22.5 sf, Capacity= 303.44 cfs 2.00' x 5.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 7.00' Length= 60.0' Slope= 0.0363 '/' Inlet Invert= 978.67', Outlet Invert= 976.49' Summary for Reach 20R: north ditch 4 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 0.50" for 2 yr event Inflow=3.12 cfs @ 12.32 hrs, Volume=0.395 af Outflow=3.04 cfs @ 12.37 hrs, Volume=0.395 af, Atten= 3%, Lag= 2.9 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.73 fps, Min. Travel Time= 3.5 min Avg. Velocity = 1.11 fps, Avg. Travel Time= 8.7 min Peak Storage= 646 cf @ 12.37 hrs Average Depth at Peak Storage= 0.52' Bank-Full Depth= 4.00' Flow Area= 12.8 sf, Capacity= 79.20 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.3 '/' Top Width= 4.40' Length= 580.0' Slope= 0.0118 '/' Inlet Invert= 977.76', Outlet Invert= 970.94' Summary for Pond 2P: Ponding at Catch Basin Inflow Area =0.290 ac,20.69% Impervious, Inflow Depth = 1.35" for 2 yr event Inflow=0.59 cfs @ 12.03 hrs, Volume=0.033 af Outflow=0.59 cfs @ 12.03 hrs, Volume=0.033 af, Atten= 0%, Lag= 0.1 min Primary=0.59 cfs @ 12.03 hrs, Volume=0.033 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 12HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Peak Elev= 978.10' @ 12.03 hrs Surf.Area= 63 sf Storage= 3 cf Plug-Flow detention time= 0.0 min calculated for 0.033 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 837.0 - 836.9 ) VolumeInvertAvail.StorageStorage Description #1978.00'888 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 978.00000 979.00650325325 979.501,600563888 DeviceRouting InvertOutlet Devices #1Primary978.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.59 cfs @ 12.03 hrs HW=978.10' TW=975.26' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.59 cfs @ 1.02 fps) Summary for Pond 3P: Ponding at Catch Basin Inflow Area =0.240 ac,29.17% Impervious, Inflow Depth = 1.42" for 2 yr event Inflow=0.55 cfs @ 12.01 hrs, Volume=0.028 af Outflow=0.55 cfs @ 12.01 hrs, Volume=0.028 af, Atten= 0%, Lag= 0.2 min Primary=0.55 cfs @ 12.01 hrs, Volume=0.028 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 979.09' @ 12.01 hrs Surf.Area= 109 sf Storage= 5 cf Plug-Flow detention time= 0.1 min calculated for 0.028 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 831.8 - 831.7 ) VolumeInvertAvail.StorageStorage Description #1979.00'2,888 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 979.00000 980.001,190595595 981.003,3952,2932,888 DeviceRouting InvertOutlet Devices #1Primary979.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.55 cfs @ 12.01 hrs HW=979.09' TW=976.32' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.55 cfs @ 0.99 fps) Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 13HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Pond 4P: Filtration Basin Inflow Area =3.890 ac,30.33% Impervious, Inflow Depth = 1.25" for 2 yr event Inflow=6.24 cfs @ 12.07 hrs, Volume=0.404 af Outflow=0.25 cfs @ 15.07 hrs, Volume=0.404 af, Atten= 96%, Lag= 179.9 min Primary=0.25 cfs @ 15.07 hrs, Volume=0.404 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 975.03' @ 15.07 hrs Surf.Area= 10,721 sf Storage= 9,583 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 433.6 min ( 1,280.6 - 846.9 ) VolumeInvertAvail.StorageStorage Description #1974.00'21,783 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 974.007,80000 975.5012,03514,87614,876 976.0015,5906,90621,783 DeviceRouting InvertOutlet Devices #1Primary970.50'18.0" Round Culvert L= 479.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 970.50' / 968.50' S= 0.0042 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2Device 1974.00'1.000 in/hr Exfiltration over Surface area #3Device 1975.40'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.25 cfs @ 15.07 hrs HW=975.03' TW=969.13' (Dynamic Tailwater) 1=Culvert (Passes 0.25 cfs of 10.13 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.25 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 5P: Pond in Area P5 Inflow Area =11.760 ac,32.82% Impervious, Inflow Depth = 1.42" for 2 yr event Inflow=14.47 cfs @ 12.08 hrs, Volume=1.390 af Outflow=2.56 cfs @ 12.60 hrs, Volume=1.370 af, Atten= 82%, Lag= 31.2 min Primary=2.56 cfs @ 12.60 hrs, Volume=1.370 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 969.40' @ 12.60 hrs Surf.Area= 25,171 sf Storage= 21,299 cf Plug-Flow detention time= 249.5 min calculated for 1.370 af (99% of inflow) Center-of-Mass det. time= 235.3 min ( 1,199.3 - 964.0 ) Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 14HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC VolumeInvertAvail.StorageStorage Description #1968.50'101,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 968.5022,50000 969.0023,67511,54411,544 970.0027,42025,54837,091 972.0036,65064,070101,161 DeviceRouting InvertOutlet Devices #1Primary968.50'18.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 968.50' / 968.40' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2Device 1966.00'18.0" Vert. Orifice/Grate C= 0.600 #3Device 1971.10'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.56 cfs @ 12.60 hrs HW=969.40' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.56 cfs @ 3.32 fps) 2=Orifice/Grate (Passes 2.56 cfs of 8.07 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 9P: Ponding at Catch Basin Inflow Area =0.420 ac,4.76% Impervious, Inflow Depth = 1.22" for 2 yr event Inflow=0.85 cfs @ 12.00 hrs, Volume=0.043 af Outflow=0.85 cfs @ 12.00 hrs, Volume=0.043 af, Atten= 0%, Lag= 0.2 min Primary=0.85 cfs @ 12.00 hrs, Volume=0.043 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 973.82' @ 12.00 hrs Surf.Area= 119 sf Storage= 7 cf Plug-Flow detention time= 0.1 min calculated for 0.043 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 841.8 - 841.7 ) VolumeInvertAvail.StorageStorage Description #1973.70'391 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 973.70000 974.002904343 974.501,100348391 DeviceRouting InvertOutlet Devices #1Primary973.70'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 15HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Primary OutFlow Max=0.85 cfs @ 12.00 hrs HW=973.82' TW=970.92' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.85 cfs @ 1.15 fps) Summary for Pond 10P: Ponding at Catch Basin Inflow Area =0.500 ac,12.00% Impervious, Inflow Depth = 1.22" for 2 yr event Inflow=0.96 cfs @ 12.02 hrs, Volume=0.051 af Outflow=0.96 cfs @ 12.02 hrs, Volume=0.051 af, Atten= 0%, Lag= 0.2 min Primary=0.96 cfs @ 12.02 hrs, Volume=0.051 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 973.13' @ 12.02 hrs Surf.Area= 169 sf Storage= 11 cf Plug-Flow detention time= 0.1 min calculated for 0.051 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 843.1 - 843.0 ) VolumeInvertAvail.StorageStorage Description #1973.00'635 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 973.00000 974.001,270635635 DeviceRouting InvertOutlet Devices #1Primary973.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.96 cfs @ 12.02 hrs HW=973.13' TW=970.47' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.96 cfs @ 1.19 fps) Summary for Pond 11P: Ponding at Catch Basin Inflow Area =0.600 ac,16.67% Impervious, Inflow Depth = 1.29" for 2 yr event Inflow=1.15 cfs @ 12.03 hrs, Volume=0.064 af Outflow=1.15 cfs @ 12.04 hrs, Volume=0.064 af, Atten= 0%, Lag= 0.3 min Primary=1.15 cfs @ 12.04 hrs, Volume=0.064 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 972.45' @ 12.04 hrs Surf.Area= 186 sf Storage= 14 cf Plug-Flow detention time= 0.1 min calculated for 0.064 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 840.9 - 840.8 ) VolumeInvertAvail.StorageStorage Description #1972.30'1,785 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 2 yr Rainfall=2.80"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 16HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 972.30000 974.002,1001,7851,785 DeviceRouting InvertOutlet Devices #1Primary972.30'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.15 cfs @ 12.04 hrs HW=972.45' TW=969.73' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.15 cfs @ 1.27 fps) Summary for Pond 22P: North ditch outlet Inflow Area =11.160 ac,17.62% Impervious, Inflow Depth = 0.62" for 2 yr event Inflow=3.55 cfs @ 12.35 hrs, Volume=0.575 af Outflow=0.08 cfs @ 24.66 hrs, Volume=0.034 af, Atten= 98%, Lag= 738.3 min Primary=0.08 cfs @ 24.66 hrs, Volume=0.034 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 968.50' @ 24.66 hrs Surf.Area= 9,840 sf Storage= 24,622 cf Plug-Flow detention time= 1,123.2 min calculated for 0.034 af (6% of inflow) Center-of-Mass det. time= 920.5 min ( 1,822.9 - 902.4 ) VolumeInvertAvail.StorageStorage Description #1966.00'63,780 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 966.009,84000 969.009,84029,52029,520 970.009,8409,84039,360 971.0012,00010,92050,280 972.0015,00013,50063,780 DeviceRouting InvertOutlet Devices #1Primary968.38'18.0" Round Culvert L= 60.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 968.38' / 967.78' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2Primary970.80'5.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.08 cfs @ 24.66 hrs HW=968.50' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.08 cfs @ 1.70 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 17HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Proposed Area P1 Runoff=4.92 cfs @ 12.07 hrs, Volume=0.316 af, Depth=2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription 0.20098Paved parking & roofs 0.70083Woods, Poor, HSG D 0.64080>75% Grass cover, Good, HSG D 1.54084Weighted Average 1.34087.01% Pervious Area 0.20012.99% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 14.91100.01000.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 2S: Proposed Area P3 Runoff=0.97 cfs @ 12.00 hrs, Volume=0.051 af, Depth=2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription 0.07098Paved parking & roofs 0.17080>75% Grass cover, Good, HSG D 0.24085Weighted Average 0.17070.83% Pervious Area 0.07029.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.91000.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 3S: Proposed Area P2 Runoff=1.07 cfs @ 12.02 hrs, Volume=0.059 af, Depth=2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 18HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.06098Paved parking & roofs 0.23080>75% Grass cover, Good, HSG D 0.29084Weighted Average 0.23079.31% Pervious Area 0.06020.69% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 10.61250.03000.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 4S: Proposed Area P4 Runoff=9.81 cfs @ 12.07 hrs, Volume=0.641 af, Depth=2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription 1.05098Paved parking & roofs 0.16077Woods, Poor, HSG C 2.15074>75% Grass cover, Good, HSG C 3.36082Weighted Average 2.31068.75% Pervious Area 1.05031.25% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 15.52000.03000.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 5S: Proposed Area P5 Runoff=20.37 cfs @ 12.10 hrs, Volume=1.444 af, Depth=2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription 2.00098Paved parking & roofs 3.85080>75% Grass cover, Good, HSG D *0.50098pond 6.35087Weighted Average 3.85060.63% Pervious Area 2.50039.37% Impervious Area Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 19HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 15.52000.03000.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 2.33500.02802.51 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 17.8550Total Summary for Subcatchment 8S: Proposed Area P8 Runoff=1.29 cfs @ 11.97 hrs, Volume=0.062 af, Depth=2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription 0.10098Paved parking & roofs 0.18080>75% Grass cover, Good, HSG D 0.28086Weighted Average 0.18064.29% Pervious Area 0.10035.71% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.8700.04290.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.2150.01001.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.085Total Summary for Subcatchment 9S: Proposed Area P9 Runoff=1.58 cfs @ 12.00 hrs, Volume=0.080 af, Depth=2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription 0.02098Paved parking & roofs 0.15083Woods, Poor, HSG D 0.25080>75% Grass cover, Good, HSG D 0.42082Weighted Average 0.40095.24% Pervious Area 0.0204.76% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.2950.03300.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 20HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Proposed Area P10 Runoff=1.78 cfs @ 12.01 hrs, Volume=0.095 af, Depth=2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription 0.06098Paved roads w/curbs & sewers 0.04083Woods, Poor, HSG D 0.40080>75% Grass cover, Good, HSG D 0.50082Weighted Average 0.44088.00% Pervious Area 0.06012.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 9.61100.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 11S: Proposed Area P11 Runoff=2.11 cfs @ 12.03 hrs, Volume=0.119 af, Depth=2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription 0.10098Paved parking & roofs 0.06083Woods, Poor, HSG D 0.44080>75% Grass cover, Good, HSG D 0.60083Weighted Average 0.50083.33% Pervious Area 0.10016.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 11.01300.03000.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 15S: Area 1 drainage Runoff=3.80 cfs @ 12.20 hrs, Volume=0.342 af, Depth=1.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 21HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Area (ac)CNDescription *0.44099pavement 2.500652 acre lots, 12% imp, HSG B 2.94070Weighted Average 2.20074.83% Pervious Area 0.74025.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 25.0 Direct Entry, Summary for Subcatchment 17S: Area 2 drainage Runoff=5.83 cfs @ 12.27 hrs, Volume=0.626 af, Depth=1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription *0.25099pavement 6.300652 acre lots, 12% imp, HSG B 6.55066Weighted Average 5.54484.64% Pervious Area 1.00615.36% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 30.0 Direct Entry, Summary for Subcatchment 23S: FE3 Runoff=6.16 cfs @ 12.01 hrs, Volume=0.330 af, Depth=2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=4.10" Area (ac)CNDescription *0.22099pavement 1.45080>75% Grass cover, Good, HSG D 1.67083Weighted Average 1.45086.83% Pervious Area 0.22013.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 9.61100.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 22HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Reach 1R: Piped to Pond Inflow Area =0.290 ac,20.69% Impervious, Inflow Depth = 2.46" for 10 yr event Inflow=1.07 cfs @ 12.02 hrs, Volume=0.059 af Outflow=1.06 cfs @ 12.04 hrs, Volume=0.059 af, Atten= 1%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.07 fps, Min. Travel Time= 1.0 min Avg. Velocity = 0.96 fps, Avg. Travel Time= 3.2 min Peak Storage= 64 cf @ 12.04 hrs Average Depth at Peak Storage= 0.45' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 186.0' Slope= 0.0050 '/' Inlet Invert= 974.93', Outlet Invert= 974.00' Summary for Reach 2R: Piped to Pond Inflow Area =0.240 ac,29.17% Impervious, Inflow Depth = 2.55" for 10 yr event Inflow=0.97 cfs @ 12.01 hrs, Volume=0.051 af Outflow=0.93 cfs @ 12.03 hrs, Volume=0.051 af, Atten= 4%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.96 fps, Min. Travel Time= 2.3 min Avg. Velocity = 0.88 fps, Avg. Travel Time= 7.6 min Peak Storage= 127 cf @ 12.03 hrs Average Depth at Peak Storage= 0.42' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 404.0' Slope= 0.0050 '/' Inlet Invert= 976.02', Outlet Invert= 974.00' Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 23HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Reach 8R: Area to West Inflow Area =23.200 ac,25.54% Impervious, Inflow Depth > 1.70" for 10 yr event Inflow=6.78 cfs @ 13.10 hrs, Volume=3.285 af Outflow=6.78 cfs @ 13.10 hrs, Volume=3.285 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Summary for Reach 9R: Piped to Pond Inflow Area =0.420 ac,4.76% Impervious, Inflow Depth = 2.29" for 10 yr event Inflow=1.57 cfs @ 12.00 hrs, Volume=0.080 af Outflow=1.52 cfs @ 12.02 hrs, Volume=0.080 af, Atten= 4%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.36 fps, Min. Travel Time= 2.0 min Avg. Velocity = 1.03 fps, Avg. Travel Time= 6.6 min Peak Storage= 184 cf @ 12.02 hrs Average Depth at Peak Storage= 0.56' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 407.0' Slope= 0.0050 '/' Inlet Invert= 970.54', Outlet Invert= 968.50' Summary for Reach 10R: Piped to Pond Inflow Area =0.500 ac,12.00% Impervious, Inflow Depth = 2.29" for 10 yr event Inflow=1.78 cfs @ 12.02 hrs, Volume=0.095 af Outflow=1.74 cfs @ 12.04 hrs, Volume=0.095 af, Atten= 2%, Lag= 1.1 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.46 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.10 fps, Avg. Travel Time= 4.7 min Peak Storage= 156 cf @ 12.04 hrs Average Depth at Peak Storage= 0.61' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 24HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 310.0' Slope= 0.0050 '/' Inlet Invert= 970.05', Outlet Invert= 968.50' Summary for Reach 11R: Piped to Pond Inflow Area =0.600 ac,16.67% Impervious, Inflow Depth = 2.37" for 10 yr event Inflow=2.10 cfs @ 12.03 hrs, Volume=0.119 af Outflow=2.09 cfs @ 12.04 hrs, Volume=0.119 af, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.60 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.19 fps, Avg. Travel Time= 2.1 min Peak Storage= 88 cf @ 12.04 hrs Average Depth at Peak Storage= 0.69' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.53 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 151.0' Slope= 0.0050 '/' Inlet Invert= 969.26', Outlet Invert= 968.50' Summary for Reach 16R: north ditch one Inflow Area =2.940 ac,25.17% Impervious, Inflow Depth = 1.40" for 10 yr event Inflow=3.80 cfs @ 12.20 hrs, Volume=0.342 af Outflow=3.76 cfs @ 12.22 hrs, Volume=0.342 af, Atten= 1%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.73 fps, Min. Travel Time= 1.8 min Avg. Velocity = 0.96 fps, Avg. Travel Time= 5.0 min Peak Storage= 400 cf @ 12.22 hrs Average Depth at Peak Storage= 0.60' Bank-Full Depth= 4.00' Flow Area= 16.0 sf, Capacity= 101.38 cfs Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 25HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 6.00' Length= 290.0' Slope= 0.0099 '/' Inlet Invert= 987.22', Outlet Invert= 984.36' Summary for Reach 18R: north ditch 2 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 1.22" for 10 yr event Inflow=9.51 cfs @ 12.24 hrs, Volume=0.968 af Outflow=9.41 cfs @ 12.28 hrs, Volume=0.968 af, Atten= 1%, Lag= 2.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.62 fps, Min. Travel Time= 2.2 min Avg. Velocity = 1.37 fps, Avg. Travel Time= 5.9 min Peak Storage= 1,249 cf @ 12.28 hrs Average Depth at Peak Storage= 1.03' Bank-Full Depth= 4.50' Flow Area= 19.1 sf, Capacity= 131.73 cfs 2.00' x 4.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 6.50' Length= 480.0' Slope= 0.0105 '/' Inlet Invert= 983.90', Outlet Invert= 978.88' Summary for Reach 19R: north ditch 3 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 1.22" for 10 yr event Inflow=9.41 cfs @ 12.28 hrs, Volume=0.968 af Outflow=9.41 cfs @ 12.28 hrs, Volume=0.968 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.66 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.12 fps, Avg. Travel Time= 0.5 min Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 26HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Peak Storage= 100 cf @ 12.28 hrs Average Depth at Peak Storage= 0.71' Bank-Full Depth= 5.00' Flow Area= 22.5 sf, Capacity= 303.44 cfs 2.00' x 5.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 7.00' Length= 60.0' Slope= 0.0363 '/' Inlet Invert= 978.67', Outlet Invert= 976.49' Summary for Reach 20R: north ditch 4 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 1.22" for 10 yr event Inflow=9.41 cfs @ 12.28 hrs, Volume=0.968 af Outflow=9.28 cfs @ 12.31 hrs, Volume=0.968 af, Atten= 1%, Lag= 2.1 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.76 fps, Min. Travel Time= 2.6 min Avg. Velocity = 1.39 fps, Avg. Travel Time= 7.0 min Peak Storage= 1,433 cf @ 12.31 hrs Average Depth at Peak Storage= 1.07' Bank-Full Depth= 4.00' Flow Area= 12.8 sf, Capacity= 79.20 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.3 '/' Top Width= 4.40' Length= 580.0' Slope= 0.0118 '/' Inlet Invert= 977.76', Outlet Invert= 970.94' Summary for Pond 2P: Ponding at Catch Basin Inflow Area =0.290 ac,20.69% Impervious, Inflow Depth = 2.46" for 10 yr event Inflow=1.07 cfs @ 12.02 hrs, Volume=0.059 af Outflow=1.07 cfs @ 12.02 hrs, Volume=0.059 af, Atten= 0%, Lag= 0.2 min Primary=1.07 cfs @ 12.02 hrs, Volume=0.059 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 27HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Peak Elev= 978.14' @ 12.02 hrs Surf.Area= 93 sf Storage= 7 cf Plug-Flow detention time= 0.1 min calculated for 0.059 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 819.9 - 819.8 ) VolumeInvertAvail.StorageStorage Description #1978.00'888 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 978.00000 979.00650325325 979.501,600563888 DeviceRouting InvertOutlet Devices #1Primary978.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.07 cfs @ 12.02 hrs HW=978.14' TW=975.38' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.07 cfs @ 1.24 fps) Summary for Pond 3P: Ponding at Catch Basin Inflow Area =0.240 ac,29.17% Impervious, Inflow Depth = 2.55" for 10 yr event Inflow=0.97 cfs @ 12.00 hrs, Volume=0.051 af Outflow=0.97 cfs @ 12.01 hrs, Volume=0.051 af, Atten= 0%, Lag= 0.2 min Primary=0.97 cfs @ 12.01 hrs, Volume=0.051 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 979.13' @ 12.01 hrs Surf.Area= 159 sf Storage= 11 cf Plug-Flow detention time= 0.1 min calculated for 0.051 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 815.2 - 815.1 ) VolumeInvertAvail.StorageStorage Description #1979.00'2,888 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 979.00000 980.001,190595595 981.003,3952,2932,888 DeviceRouting InvertOutlet Devices #1Primary979.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.96 cfs @ 12.01 hrs HW=979.13' TW=976.43' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.96 cfs @ 1.20 fps) Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 28HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Pond 4P: Filtration Basin Inflow Area =3.890 ac,30.33% Impervious, Inflow Depth = 2.32" for 10 yr event Inflow=11.66 cfs @ 12.07 hrs, Volume=0.751 af Outflow=1.64 cfs @ 12.58 hrs, Volume=0.751 af, Atten= 86%, Lag= 31.0 min Primary=1.64 cfs @ 12.58 hrs, Volume=0.751 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 975.57' @ 12.58 hrs Surf.Area= 12,515 sf Storage= 15,706 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 459.3 min ( 1,288.4 - 829.1 ) VolumeInvertAvail.StorageStorage Description #1974.00'21,783 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 974.007,80000 975.5012,03514,87614,876 976.0015,5906,90621,783 DeviceRouting InvertOutlet Devices #1Primary970.50'18.0" Round Culvert L= 479.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 970.50' / 968.50' S= 0.0042 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2Device 1974.00'1.000 in/hr Exfiltration over Surface area #3Device 1975.40'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.64 cfs @ 12.58 hrs HW=975.57' TW=970.00' (Dynamic Tailwater) 1=Culvert (Passes 1.64 cfs of 10.66 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.29 cfs) 3=Orifice/Grate (Weir Controls 1.35 cfs @ 1.34 fps) Summary for Pond 5P: Pond in Area P5 Inflow Area =11.760 ac,32.82% Impervious, Inflow Depth = 2.54" for 10 yr event Inflow=25.20 cfs @ 12.08 hrs, Volume=2.489 af Outflow=5.87 cfs @ 12.56 hrs, Volume=2.466 af, Atten= 77%, Lag= 29.0 min Primary=5.87 cfs @ 12.56 hrs, Volume=2.466 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 970.00' @ 12.56 hrs Surf.Area= 27,410 sf Storage= 37,017 cf Plug-Flow detention time= 198.2 min calculated for 2.466 af (99% of inflow) Center-of-Mass det. time= 185.5 min ( 1,145.7 - 960.2 ) Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 29HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC VolumeInvertAvail.StorageStorage Description #1968.50'101,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 968.5022,50000 969.0023,67511,54411,544 970.0027,42025,54837,091 972.0036,65064,070101,161 DeviceRouting InvertOutlet Devices #1Primary968.50'18.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 968.50' / 968.40' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2Device 1966.00'18.0" Vert. Orifice/Grate C= 0.600 #3Device 1971.10'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.87 cfs @ 12.56 hrs HW=970.00' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.87 cfs @ 4.14 fps) 2=Orifice/Grate (Passes 5.87 cfs of 10.41 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 9P: Ponding at Catch Basin Inflow Area =0.420 ac,4.76% Impervious, Inflow Depth = 2.29" for 10 yr event Inflow=1.58 cfs @ 12.00 hrs, Volume=0.080 af Outflow=1.57 cfs @ 12.00 hrs, Volume=0.080 af, Atten= 0%, Lag= 0.2 min Primary=1.57 cfs @ 12.00 hrs, Volume=0.080 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 973.89' @ 12.00 hrs Surf.Area= 179 sf Storage= 17 cf Plug-Flow detention time= 0.1 min calculated for 0.080 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 823.8 - 823.7 ) VolumeInvertAvail.StorageStorage Description #1973.70'391 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 973.70000 974.002904343 974.501,100348391 DeviceRouting InvertOutlet Devices #1Primary973.70'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 30HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Primary OutFlow Max=1.57 cfs @ 12.00 hrs HW=973.89' TW=971.09' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.57 cfs @ 1.41 fps) Summary for Pond 10P: Ponding at Catch Basin Inflow Area =0.500 ac,12.00% Impervious, Inflow Depth = 2.29" for 10 yr event Inflow=1.78 cfs @ 12.01 hrs, Volume=0.095 af Outflow=1.78 cfs @ 12.02 hrs, Volume=0.095 af, Atten= 0%, Lag= 0.3 min Primary=1.78 cfs @ 12.02 hrs, Volume=0.095 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 973.20' @ 12.02 hrs Surf.Area= 256 sf Storage= 26 cf Plug-Flow detention time= 0.1 min calculated for 0.095 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 825.1 - 825.0 ) VolumeInvertAvail.StorageStorage Description #1973.00'635 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 973.00000 974.001,270635635 DeviceRouting InvertOutlet Devices #1Primary973.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.78 cfs @ 12.02 hrs HW=973.20' TW=970.65' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.78 cfs @ 1.47 fps) Summary for Pond 11P: Ponding at Catch Basin Inflow Area =0.600 ac,16.67% Impervious, Inflow Depth = 2.37" for 10 yr event Inflow=2.11 cfs @ 12.03 hrs, Volume=0.119 af Outflow=2.10 cfs @ 12.03 hrs, Volume=0.119 af, Atten= 0%, Lag= 0.3 min Primary=2.10 cfs @ 12.03 hrs, Volume=0.119 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 972.53' @ 12.03 hrs Surf.Area= 278 sf Storage= 31 cf Plug-Flow detention time= 0.1 min calculated for 0.119 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 823.4 - 823.3 ) VolumeInvertAvail.StorageStorage Description #1972.30'1,785 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 10 yr Rainfall=4.10"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 31HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 972.30000 974.002,1001,7851,785 DeviceRouting InvertOutlet Devices #1Primary972.30'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.10 cfs @ 12.03 hrs HW=972.52' TW=969.95' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 2.10 cfs @ 1.55 fps) Summary for Pond 22P: North ditch outlet Inflow Area =11.160 ac,17.62% Impervious, Inflow Depth = 1.40" for 10 yr event Inflow=10.30 cfs @ 12.30 hrs, Volume=1.298 af Outflow=1.71 cfs @ 13.46 hrs, Volume=0.758 af, Atten= 83%, Lag= 69.5 min Primary=1.71 cfs @ 13.46 hrs, Volume=0.758 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 968.97' @ 13.46 hrs Surf.Area= 9,840 sf Storage= 29,190 cf Plug-Flow detention time= 332.6 min calculated for 0.757 af (58% of inflow) Center-of-Mass det. time= 199.9 min ( 1,076.0 - 876.1 ) VolumeInvertAvail.StorageStorage Description #1966.00'63,780 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 966.009,84000 969.009,84029,52029,520 970.009,8409,84039,360 971.0012,00010,92050,280 972.0015,00013,50063,780 DeviceRouting InvertOutlet Devices #1Primary968.38'18.0" Round Culvert L= 60.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 968.38' / 967.78' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2Primary970.80'5.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.71 cfs @ 13.46 hrs HW=968.97' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.71 cfs @ 3.96 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 32HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Proposed Area P1 Runoff=8.25 cfs @ 12.07 hrs, Volume=0.539 af, Depth=4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription 0.20098Paved parking & roofs 0.70083Woods, Poor, HSG D 0.64080>75% Grass cover, Good, HSG D 1.54084Weighted Average 1.34087.01% Pervious Area 0.20012.99% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 14.91100.01000.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 2S: Proposed Area P3 Runoff=1.59 cfs @ 12.00 hrs, Volume=0.086 af, Depth=4.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription 0.07098Paved parking & roofs 0.17080>75% Grass cover, Good, HSG D 0.24085Weighted Average 0.17070.83% Pervious Area 0.07029.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.91000.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 3S: Proposed Area P2 Runoff=1.78 cfs @ 12.02 hrs, Volume=0.101 af, Depth=4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 33HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.06098Paved parking & roofs 0.23080>75% Grass cover, Good, HSG D 0.29084Weighted Average 0.23079.31% Pervious Area 0.06020.69% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 10.61250.03000.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 4S: Proposed Area P4 Runoff=16.91 cfs @ 12.07 hrs, Volume=1.116 af, Depth=3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription 1.05098Paved parking & roofs 0.16077Woods, Poor, HSG C 2.15074>75% Grass cover, Good, HSG C 3.36082Weighted Average 2.31068.75% Pervious Area 1.05031.25% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 15.52000.03000.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 5S: Proposed Area P5 Runoff=33.09 cfs @ 12.09 hrs, Volume=2.390 af, Depth=4.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription 2.00098Paved parking & roofs 3.85080>75% Grass cover, Good, HSG D *0.50098pond 6.35087Weighted Average 3.85060.63% Pervious Area 2.50039.37% Impervious Area Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 34HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 15.52000.03000.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 2.33500.02802.51 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 17.8550Total Summary for Subcatchment 8S: Proposed Area P8 Runoff=2.09 cfs @ 11.97 hrs, Volume=0.103 af, Depth=4.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription 0.10098Paved parking & roofs 0.18080>75% Grass cover, Good, HSG D 0.28086Weighted Average 0.18064.29% Pervious Area 0.10035.71% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 5.8700.04290.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 0.2150.01001.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.085Total Summary for Subcatchment 9S: Proposed Area P9 Runoff=2.69 cfs @ 12.00 hrs, Volume=0.140 af, Depth=3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription 0.02098Paved parking & roofs 0.15083Woods, Poor, HSG D 0.25080>75% Grass cover, Good, HSG D 0.42082Weighted Average 0.40095.24% Pervious Area 0.0204.76% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.2950.03300.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 35HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: Proposed Area P10 Runoff=3.05 cfs @ 12.01 hrs, Volume=0.166 af, Depth=3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription 0.06098Paved roads w/curbs & sewers 0.04083Woods, Poor, HSG D 0.40080>75% Grass cover, Good, HSG D 0.50082Weighted Average 0.44088.00% Pervious Area 0.06012.00% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 9.61100.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 11S: Proposed Area P11 Runoff=3.56 cfs @ 12.02 hrs, Volume=0.205 af, Depth=4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription 0.10098Paved parking & roofs 0.06083Woods, Poor, HSG D 0.44080>75% Grass cover, Good, HSG D 0.60083Weighted Average 0.50083.33% Pervious Area 0.10016.67% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 11.01300.03000.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 15S: Area 1 drainage Runoff=7.98 cfs @ 12.19 hrs, Volume=0.687 af, Depth=2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 36HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Area (ac)CNDescription *0.44099pavement 2.500652 acre lots, 12% imp, HSG B 2.94070Weighted Average 2.20074.83% Pervious Area 0.74025.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 25.0 Direct Entry, Summary for Subcatchment 17S: Area 2 drainage Runoff=13.46 cfs @ 12.24 hrs, Volume=1.332 af, Depth=2.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription *0.25099pavement 6.300652 acre lots, 12% imp, HSG B 6.55066Weighted Average 5.54484.64% Pervious Area 1.00615.36% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 30.0 Direct Entry, Summary for Subcatchment 23S: FE3 Runoff=10.40 cfs @ 12.01 hrs, Volume=0.569 af, Depth=4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=6.00" Area (ac)CNDescription *0.22099pavement 1.45080>75% Grass cover, Good, HSG D 1.67083Weighted Average 1.45086.83% Pervious Area 0.22013.17% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 9.61100.03000.19 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 37HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Reach 1R: Piped to Pond Inflow Area =0.290 ac,20.69% Impervious, Inflow Depth = 4.20" for 100 yr event Inflow=1.78 cfs @ 12.02 hrs, Volume=0.101 af Outflow=1.77 cfs @ 12.03 hrs, Volume=0.101 af, Atten= 1%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.47 fps, Min. Travel Time= 0.9 min Avg. Velocity = 1.08 fps, Avg. Travel Time= 2.9 min Peak Storage= 95 cf @ 12.03 hrs Average Depth at Peak Storage= 0.62' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 186.0' Slope= 0.0050 '/' Inlet Invert= 974.93', Outlet Invert= 974.00' Summary for Reach 2R: Piped to Pond Inflow Area =0.240 ac,29.17% Impervious, Inflow Depth = 4.30" for 100 yr event Inflow=1.59 cfs @ 12.01 hrs, Volume=0.086 af Outflow=1.54 cfs @ 12.03 hrs, Volume=0.086 af, Atten= 3%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.37 fps, Min. Travel Time= 2.0 min Avg. Velocity = 1.00 fps, Avg. Travel Time= 6.7 min Peak Storage= 185 cf @ 12.03 hrs Average Depth at Peak Storage= 0.56' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 404.0' Slope= 0.0050 '/' Inlet Invert= 976.02', Outlet Invert= 974.00' Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 38HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Reach 8R: Area to West Inflow Area =23.200 ac,25.54% Impervious, Inflow Depth > 3.27" for 100 yr event Inflow=21.41 cfs @ 12.57 hrs, Volume=6.331 af Outflow=21.41 cfs @ 12.57 hrs, Volume=6.331 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Summary for Reach 9R: Piped to Pond Inflow Area =0.420 ac,4.76% Impervious, Inflow Depth = 3.99" for 100 yr event Inflow=2.68 cfs @ 12.00 hrs, Volume=0.140 af Outflow=2.57 cfs @ 12.02 hrs, Volume=0.140 af, Atten= 4%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.66 fps, Min. Travel Time= 1.9 min Avg. Velocity = 1.16 fps, Avg. Travel Time= 5.8 min Peak Storage= 286 cf @ 12.02 hrs Average Depth at Peak Storage= 0.84' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 407.0' Slope= 0.0050 '/' Inlet Invert= 970.54', Outlet Invert= 968.50' Summary for Reach 10R: Piped to Pond Inflow Area =0.500 ac,12.00% Impervious, Inflow Depth = 3.99" for 100 yr event Inflow=3.04 cfs @ 12.02 hrs, Volume=0.166 af Outflow=2.72 cfs @ 12.00 hrs, Volume=0.166 af, Atten= 11%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.65 fps, Min. Travel Time= 1.4 min Avg. Velocity = 1.24 fps, Avg. Travel Time= 4.2 min Peak Storage= 243 cf @ 12.01 hrs Average Depth at Peak Storage= 1.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.52 cfs Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 39HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 310.0' Slope= 0.0050 '/' Inlet Invert= 970.05', Outlet Invert= 968.50' Summary for Reach 11R: Piped to Pond Inflow Area =0.600 ac,16.67% Impervious, Inflow Depth = 4.09" for 100 yr event Inflow=3.56 cfs @ 12.03 hrs, Volume=0.205 af Outflow=2.66 cfs @ 11.96 hrs, Volume=0.205 af, Atten= 25%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.67 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.34 fps, Avg. Travel Time= 1.9 min Peak Storage= 119 cf @ 11.97 hrs Average Depth at Peak Storage= 1.00' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 2.53 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 151.0' Slope= 0.0050 '/' Inlet Invert= 969.26', Outlet Invert= 968.50' Summary for Reach 16R: north ditch one Inflow Area =2.940 ac,25.17% Impervious, Inflow Depth = 2.81" for 100 yr event Inflow=7.98 cfs @ 12.19 hrs, Volume=0.687 af Outflow=7.93 cfs @ 12.21 hrs, Volume=0.687 af, Atten= 1%, Lag= 0.9 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.38 fps, Min. Travel Time= 1.4 min Avg. Velocity = 1.13 fps, Avg. Travel Time= 4.3 min Peak Storage= 680 cf @ 12.21 hrs Average Depth at Peak Storage= 0.95' Bank-Full Depth= 4.00' Flow Area= 16.0 sf, Capacity= 101.38 cfs Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 40HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 6.00' Length= 290.0' Slope= 0.0099 '/' Inlet Invert= 987.22', Outlet Invert= 984.36' Summary for Reach 18R: north ditch 2 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 2.55" for 100 yr event Inflow=21.27 cfs @ 12.23 hrs, Volume=2.019 af Outflow=21.09 cfs @ 12.26 hrs, Volume=2.019 af, Atten= 1%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.46 fps, Min. Travel Time= 1.8 min Avg. Velocity = 1.61 fps, Avg. Travel Time= 5.0 min Peak Storage= 2,271 cf @ 12.26 hrs Average Depth at Peak Storage= 1.67' Bank-Full Depth= 4.50' Flow Area= 19.1 sf, Capacity= 131.73 cfs 2.00' x 4.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 6.50' Length= 480.0' Slope= 0.0105 '/' Inlet Invert= 983.90', Outlet Invert= 978.88' Summary for Reach 19R: north ditch 3 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 2.55" for 100 yr event Inflow=21.09 cfs @ 12.26 hrs, Volume=2.019 af Outflow=21.09 cfs @ 12.26 hrs, Volume=2.019 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 7.08 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.50 fps, Avg. Travel Time= 0.4 min Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 41HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Peak Storage= 179 cf @ 12.26 hrs Average Depth at Peak Storage= 1.16' Bank-Full Depth= 5.00' Flow Area= 22.5 sf, Capacity= 303.44 cfs 2.00' x 5.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.5 '/' Top Width= 7.00' Length= 60.0' Slope= 0.0363 '/' Inlet Invert= 978.67', Outlet Invert= 976.49' Summary for Reach 20R: north ditch 4 Inflow Area =9.490 ac,18.40% Impervious, Inflow Depth = 2.55" for 100 yr event Inflow=21.09 cfs @ 12.26 hrs, Volume=2.019 af Outflow=20.88 cfs @ 12.29 hrs, Volume=2.019 af, Atten= 1%, Lag= 1.8 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.60 fps, Min. Travel Time= 2.1 min Avg. Velocity = 1.64 fps, Avg. Travel Time= 5.9 min Peak Storage= 2,635 cf @ 12.29 hrs Average Depth at Peak Storage= 1.79' Bank-Full Depth= 4.00' Flow Area= 12.8 sf, Capacity= 79.20 cfs 2.00' x 4.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 0.3 '/' Top Width= 4.40' Length= 580.0' Slope= 0.0118 '/' Inlet Invert= 977.76', Outlet Invert= 970.94' Summary for Pond 2P: Ponding at Catch Basin Inflow Area =0.290 ac,20.69% Impervious, Inflow Depth = 4.20" for 100 yr event Inflow=1.78 cfs @ 12.02 hrs, Volume=0.101 af Outflow=1.78 cfs @ 12.02 hrs, Volume=0.101 af, Atten= 0%, Lag= 0.2 min Primary=1.78 cfs @ 12.02 hrs, Volume=0.101 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 42HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Peak Elev= 978.20' @ 12.02 hrs Surf.Area= 131 sf Storage= 13 cf Plug-Flow detention time= 0.1 min calculated for 0.101 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 804.7 - 804.6 ) VolumeInvertAvail.StorageStorage Description #1978.00'888 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 978.00000 979.00650325325 979.501,600563888 DeviceRouting InvertOutlet Devices #1Primary978.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.78 cfs @ 12.02 hrs HW=978.20' TW=975.55' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.78 cfs @ 1.47 fps) Summary for Pond 3P: Ponding at Catch Basin Inflow Area =0.240 ac,29.17% Impervious, Inflow Depth = 4.30" for 100 yr event Inflow=1.59 cfs @ 12.00 hrs, Volume=0.086 af Outflow=1.59 cfs @ 12.01 hrs, Volume=0.086 af, Atten= 0%, Lag= 0.3 min Primary=1.59 cfs @ 12.01 hrs, Volume=0.086 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 979.19' @ 12.01 hrs Surf.Area= 222 sf Storage= 21 cf Plug-Flow detention time= 0.1 min calculated for 0.086 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 800.3 - 800.2 ) VolumeInvertAvail.StorageStorage Description #1979.00'2,888 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 979.00000 980.001,190595595 981.003,3952,2932,888 DeviceRouting InvertOutlet Devices #1Primary979.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.59 cfs @ 12.01 hrs HW=979.19' TW=976.57' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 1.59 cfs @ 1.41 fps) Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 43HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Summary for Pond 4P: Filtration Basin Inflow Area =3.890 ac,30.33% Impervious, Inflow Depth = 4.02" for 100 yr event Inflow=19.98 cfs @ 12.07 hrs, Volume=1.304 af Outflow=9.31 cfs @ 12.24 hrs, Volume=1.304 af, Atten= 53%, Lag= 10.4 min Primary=9.31 cfs @ 12.24 hrs, Volume=1.304 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 975.99' @ 12.24 hrs Surf.Area= 15,526 sf Storage= 21,643 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 304.8 min ( 1,118.1 - 813.4 ) VolumeInvertAvail.StorageStorage Description #1974.00'21,783 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 974.007,80000 975.5012,03514,87614,876 976.0015,5906,90621,783 DeviceRouting InvertOutlet Devices #1Primary970.50'18.0" Round Culvert L= 479.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 970.50' / 968.50' S= 0.0042 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2Device 1974.00'1.000 in/hr Exfiltration over Surface area #3Device 1975.40'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=9.30 cfs @ 12.24 hrs HW=975.99' TW=970.75' (Dynamic Tailwater) 1=Culvert (Passes 9.30 cfs of 10.34 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.36 cfs) 3=Orifice/Grate (Weir Controls 8.95 cfs @ 2.51 fps) Summary for Pond 5P: Pond in Area P5 Inflow Area =11.760 ac,32.82% Impervious, Inflow Depth = 4.29" for 100 yr event Inflow=45.48 cfs @ 12.12 hrs, Volume=4.204 af Outflow=11.27 cfs @ 12.58 hrs, Volume=4.180 af, Atten= 75%, Lag= 27.8 min Primary=11.27 cfs @ 12.58 hrs, Volume=4.180 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 971.08' @ 12.58 hrs Surf.Area= 32,400 sf Storage= 69,364 cf Plug-Flow detention time= 161.0 min calculated for 4.180 af (99% of inflow) Center-of-Mass det. time= 152.5 min ( 1,053.8 - 901.4 ) Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 44HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC VolumeInvertAvail.StorageStorage Description #1968.50'101,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 968.5022,50000 969.0023,67511,54411,544 970.0027,42025,54837,091 972.0036,65064,070101,161 DeviceRouting InvertOutlet Devices #1Primary968.50'18.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 968.50' / 968.40' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2Device 1966.00'18.0" Vert. Orifice/Grate C= 0.600 #3Device 1971.10'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.27 cfs @ 12.58 hrs HW=971.08' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 11.27 cfs @ 6.38 fps) 2=Orifice/Grate (Passes 11.27 cfs of 13.66 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 9P: Ponding at Catch Basin Inflow Area =0.420 ac,4.76% Impervious, Inflow Depth = 3.99" for 100 yr event Inflow=2.69 cfs @ 12.00 hrs, Volume=0.140 af Outflow=2.68 cfs @ 12.00 hrs, Volume=0.140 af, Atten= 0%, Lag= 0.2 min Primary=2.68 cfs @ 12.00 hrs, Volume=0.140 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 973.96' @ 12.00 hrs Surf.Area= 256 sf Storage= 34 cf Plug-Flow detention time= 0.1 min calculated for 0.140 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 808.0 - 807.9 ) VolumeInvertAvail.StorageStorage Description #1973.70'391 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 973.70000 974.002904343 974.501,100348391 DeviceRouting InvertOutlet Devices #1Primary973.70'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 45HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC Primary OutFlow Max=2.68 cfs @ 12.00 hrs HW=973.96' TW=971.35' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 2.68 cfs @ 1.68 fps) Summary for Pond 10P: Ponding at Catch Basin Inflow Area =0.500 ac,12.00% Impervious, Inflow Depth = 3.99" for 100 yr event Inflow=3.05 cfs @ 12.01 hrs, Volume=0.166 af Outflow=3.04 cfs @ 12.02 hrs, Volume=0.166 af, Atten= 0%, Lag= 0.4 min Primary=3.04 cfs @ 12.02 hrs, Volume=0.166 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 973.29' @ 12.02 hrs Surf.Area= 366 sf Storage= 53 cf Plug-Flow detention time= 0.2 min calculated for 0.166 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 809.4 - 809.2 ) VolumeInvertAvail.StorageStorage Description #1973.00'635 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 973.00000 974.001,270635635 DeviceRouting InvertOutlet Devices #1Primary973.00'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.04 cfs @ 12.02 hrs HW=973.29' TW=971.05' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 3.04 cfs @ 1.75 fps) Summary for Pond 11P: Ponding at Catch Basin Inflow Area =0.600 ac,16.67% Impervious, Inflow Depth = 4.09" for 100 yr event Inflow=3.56 cfs @ 12.02 hrs, Volume=0.205 af Outflow=3.56 cfs @ 12.03 hrs, Volume=0.205 af, Atten= 0%, Lag= 0.4 min Primary=3.56 cfs @ 12.03 hrs, Volume=0.205 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 972.62' @ 12.03 hrs Surf.Area= 395 sf Storage= 63 cf Plug-Flow detention time= 0.2 min calculated for 0.205 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 808.0 - 807.8 ) VolumeInvertAvail.StorageStorage Description #1972.30'1,785 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 100 yr Rainfall=6.00"14-0105 PROPOSED Printed 2/13/2014Prepared by Otto Associates, Engineers & Land Surveyors, Inc. Page 46HydroCAD® 10.00 s/n 03113 © 2012 HydroCAD Software Solutions LLC ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 972.30000 974.002,1001,7851,785 DeviceRouting InvertOutlet Devices #1Primary972.30'23.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.56 cfs @ 12.03 hrs HW=972.62' TW=970.26' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 3.56 cfs @ 1.85 fps) Summary for Pond 22P: North ditch outlet Inflow Area =11.160 ac,17.62% Impervious, Inflow Depth = 2.78" for 100 yr event Inflow=22.69 cfs @ 12.28 hrs, Volume=2.589 af Outflow=10.00 cfs @ 12.77 hrs, Volume=2.048 af, Atten= 56%, Lag= 29.8 min Primary=10.00 cfs @ 12.77 hrs, Volume=2.048 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 970.38' @ 12.67 hrs Surf.Area= 10,658 sf Storage= 43,243 cf Plug-Flow detention time= 184.5 min calculated for 2.048 af (79% of inflow) Center-of-Mass det. time= 96.0 min ( 952.1 - 856.1 ) VolumeInvertAvail.StorageStorage Description #1966.00'63,780 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 966.009,84000 969.009,84029,52029,520 970.009,8409,84039,360 971.0012,00010,92050,280 972.0015,00013,50063,780 DeviceRouting InvertOutlet Devices #1Primary968.38'18.0" Round Culvert L= 60.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 968.38' / 967.78' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2Primary970.80'5.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=10.00 cfs @ 12.77 hrs HW=970.34' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 10.00 cfs @ 5.69 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)