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HYDROCAD COMPSHydroCAD Report Drainage Diagram for PROPOSED 2012-08-28 Prepared by Chris M. Remus, P.E. -James R. Hill, Inc 8/30/2012 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems Subcat Reach Pond Link 1S Subcatchment 1 2S Subcatchment 2 3S Subcatchment 3 -to 36" RCP 100S Existing drainage 1R Calculation reach 1P Pond 1 Type II 24-hr 2 PROPOSED 2012-08-28 YR Rainfall=2.70" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 2 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Time span=0.00-80.00 hrs, dt=0.01 hrs, 8001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment 1S: Subcatchment 1 Runoff Area=1.560 ac Runoff Depth=0.97" Tc=10.0 min CN=79 Runoff=2.32 cfs 0.127 af Subcatchment 2S: Subcatchment 2 Runoff Area=0.830 ac Runoff Depth=0.23" Tc=10.0 min CN=60 Runoff=0.14 cfs 0.016 af Subcatchment 3S: Subcatchment 3 -to 36" RCP Runoff Area=0.070 ac Runoff Depth=0.26" Tc=5.0 min CN=61 Runoff=0.02 cfs 0.002 af Subcatchment 100S: Existing drainage Runoff Area=2.490 ac Runoff Depth=0.41" Tc=15.0 min CN=66 Runoff=0.96 cfs 0.085 af Reach 1R: Calculation reach Inflow=0.66 cfs 0.143 af Outflow=0.66 cfs 0.143 af Pond 1P: Pond 1 Peak Elev=994.88' Storage=0.207 af Inflow=2.32 cfs 0.127 af Primary=0.59 cfs 0.127 af Secondary=0.00 cfs 0.000 af Outflow=0.59 cfs 0.127 af Total Runoff Area = 4.950 ac Runoff Volume = 0.229 af Average Runoff Depth = 0.56" Type II 24-hr 2 PROPOSED 2012-08-28 YR Rainfall=2.70" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 3 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Subcatchment 1S: Subcatchment 1 Runoff = 2.32 cfs @12.02 hrs, Volume= 0.127 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YR Rainfall=2.70" Area (ac) CN Description 0.340 98 Building 0.320 98 Parking lot 0.100 98 Open water 0.700 61 >75% Grass cover, Good, HSG B 0.100 58 Woods/grass comb., Good, HSG B 1.560 79 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: Subcatchment 2 Runoff = 0.14 cfs @12.07 hrs, Volume= 0.016 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YR Rainfall=2.70" Area (ac) CN Description 0.020 98 Impervious surface 0.420 61 >75% Grass cover, Good, HSG B 0.390 58 Woods/grass comb., Good, HSG B 0.830 60 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Subcatchment 3 -to 36" RCP Runoff = 0.02 cfs @12.00 hrs, Volume= 0.002 af, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YR Rainfall=2.70" Area (ac) CN Description 0.070 61 >75% Grass cover, Good, HSG B Type II 24-hr 2 PROPOSED 2012-08-28 YR Rainfall=2.70" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 4 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 100S: Existing drainage Runoff = 0.96 cfs @12.11 hrs, Volume= 0.085 af, Depth= 0.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2 YR Rainfall=2.70" Area (ac) CN Description 0.050 98 Existing building 0.350 98 Existing bituminous 0.090 85 Gravel roads, HSG B 1.180 58 Woods/grass comb., Good, HSG B 0.820 61 >75% Grass cover, Good, HSG B 2.490 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Reach 1R: Calculation reach Inflow Area = 2.390 ac, Inflow Depth = 0.72" for 2 YR event Inflow = 0.66 cfs @12.20 hrs, Volume= 0.143 af Outflow = 0.66 cfs @12.20 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Pond 1P: Pond 1 Inflow Area = 1.560 ac, Inflow Depth = 0.97" for 2 YR event Inflow = 2.32 cfs @12.02 hrs, Volume= 0.127 af Outflow = 0.59 cfs @12.24 hrs, Volume= 0.127 af, Atten= 75%, Lag= 12.8 min Primary = 0.59 cfs @12.24 hrs, Volume= 0.127 af Secondary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Starting Elev= 994.50' Surf.Area= 0.100 ac Storage= 0.163 af Peak Elev= 994.88' @12.24 hrs Surf.Area= 0.108 ac Storage= 0.207 af (0.044 af above start) Plug-Flow detention time= (not calculated) Center-of-Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 990.00' 0.335 af Custom Stage Data (Prismatic) Listed below Type II 24-hr 2 PROPOSED 2012-08-28 YR Rainfall=2.70" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 5 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 990.00 0.010 0.000 0.000 992.00 0.020 0.030 0.030 994.00 0.070 0.090 0.120 994.50 0.100 0.043 0.163 996.00 0.130 0.173 0.335 # Routing Invert Outlet Devices 1 Primary 992.00' 12.0" x 53.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 994.50' S= -0.0472 '/' n= 0.013 Cc= 0.900 2 Secondary 995.90' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.59 cfs @12.24 hrs HW=994.88' (Free Discharge) 1=Culvert (Inlet Controls 0.59 cfs @2.1 fps) Secondary OutFlow Max=0.00 cfs @0.00 hrs HW=994.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10 PROPOSED 2012-08-28 YR Rainfall=4.20" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 6 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Time span=0.00-80.00 hrs, dt=0.01 hrs, 8001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment 1S: Subcatchment 1 Runoff Area=1.560 ac Runoff Depth=2.13" Tc=10.0 min CN=79 Runoff=5.11 cfs 0.277 af Subcatchment 2S: Subcatchment 2 Runoff Area=0.830 ac Runoff Depth=0.86" Tc=10.0 min CN=60 Runoff=0.98 cfs 0.060 af Subcatchment 3S: Subcatchment 3 -to 36" RCP Runoff Area=0.070 ac Runoff Depth=0.92" Tc=5.0 min CN=61 Runoff=0.11 cfs 0.005 af Subcatchment 100S: Existing drainage Runoff Area=2.490 ac Runoff Depth=1.21" Tc=15.0 min CN=66 Runoff=3.67 cfs 0.251 af Reach 1R: Calculation reach Inflow=2.71 cfs 0.336 af Outflow=2.71 cfs 0.336 af Pond 1P: Pond 1 Peak Elev=995.30' Storage=0.255 af Inflow=5.11 cfs 0.277 af Primary=2.06 cfs 0.277 af Secondary=0.00 cfs 0.000 af Outflow=2.06 cfs 0.277 af Total Runoff Area = 4.950 ac Runoff Volume = 0.592 af Average Runoff Depth = 1.44" Type II 24-hr 10 PROPOSED 2012-08-28 YR Rainfall=4.20" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 7 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Subcatchment 1S: Subcatchment 1 Runoff = 5.11 cfs @12.02 hrs, Volume= 0.277 af, Depth= 2.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.340 98 Building 0.320 98 Parking lot 0.100 98 Open water 0.700 61 >75% Grass cover, Good, HSG B 0.100 58 Woods/grass comb., Good, HSG B 1.560 79 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: Subcatchment 2 Runoff = 0.98 cfs @12.03 hrs, Volume= 0.060 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.020 98 Impervious surface 0.420 61 >75% Grass cover, Good, HSG B 0.390 58 Woods/grass comb., Good, HSG B 0.830 60 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Subcatchment 3 -to 36" RCP Runoff = 0.11 cfs @11.97 hrs, Volume= 0.005 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.070 61 >75% Grass cover, Good, HSG B Type II 24-hr 10 PROPOSED 2012-08-28 YR Rainfall=4.20" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 8 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 100S: Existing drainage Runoff = 3.67 cfs @12.08 hrs, Volume= 0.251 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.050 98 Existing building 0.350 98 Existing bituminous 0.090 85 Gravel roads, HSG B 1.180 58 Woods/grass comb., Good, HSG B 0.820 61 >75% Grass cover, Good, HSG B 2.490 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Reach 1R: Calculation reach Inflow Area = 2.390 ac, Inflow Depth = 1.69" for 10 YR event Inflow = 2.71 cfs @12.09 hrs, Volume= 0.336 af Outflow = 2.71 cfs @12.09 hrs, Volume= 0.336 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Pond 1P: Pond 1 Inflow Area = 1.560 ac, Inflow Depth = 2.13" for 10 YR event Inflow = 5.11 cfs @12.02 hrs, Volume= 0.277 af Outflow = 2.06 cfs @12.16 hrs, Volume= 0.277 af, Atten= 60%, Lag= 8.5 min Primary = 2.06 cfs @12.16 hrs, Volume= 0.277 af Secondary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Starting Elev= 994.50' Surf.Area= 0.100 ac Storage= 0.163 af Peak Elev= 995.30' @12.16 hrs Surf.Area= 0.116 ac Storage= 0.255 af (0.092 af above start) Plug-Flow detention time= 433.8 min calculated for 0.114 af (41% of inflow) Center-of-Mass det. time= 81.7 min ( 914.7 -832.9 ) # Invert Avail.Storage Storage Description 1 990.00' 0.335 af Custom Stage Data (Prismatic) Listed below Type II 24-hr 10 PROPOSED 2012-08-28 YR Rainfall=4.20" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 9 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 990.00 0.010 0.000 0.000 992.00 0.020 0.030 0.030 994.00 0.070 0.090 0.120 994.50 0.100 0.043 0.163 996.00 0.130 0.173 0.335 # Routing Invert Outlet Devices 1 Primary 992.00' 12.0" x 53.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 994.50' S= -0.0472 '/' n= 0.013 Cc= 0.900 2 Secondary 995.90' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=2.07 cfs @12.16 hrs HW=995.30' (Free Discharge) 1=Culvert (Inlet Controls 2.07 cfs @3.1 fps) Secondary OutFlow Max=0.00 cfs @0.00 hrs HW=994.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 PROPOSED 2012-08-28 YR Rainfall=6.00" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 10 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Time span=0.00-80.00 hrs, dt=0.01 hrs, 8001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment 1S: Subcatchment 1 Runoff Area=1.560 ac Runoff Depth=3.68" Tc=10.0 min CN=79 Runoff=8.75 cfs 0.478 af Subcatchment 2S: Subcatchment 2 Runoff Area=0.830 ac Runoff Depth=1.92" Tc=10.0 min CN=60 Runoff=2.40 cfs 0.133 af Subcatchment 3S: Subcatchment 3 -to 36" RCP Runoff Area=0.070 ac Runoff Depth=2.01" Tc=5.0 min CN=61 Runoff=0.26 cfs 0.012 af Subcatchment 100S: Existing drainage Runoff Area=2.490 ac Runoff Depth=2.44" Tc=15.0 min CN=66 Runoff=7.80 cfs 0.506 af Reach 1R: Calculation reach Inflow=5.40 cfs 0.611 af Outflow=5.40 cfs 0.611 af Pond 1P: Pond 1 Peak Elev=995.85' Storage=0.318 af Inflow=8.75 cfs 0.478 af Primary=3.49 cfs 0.478 af Secondary=0.00 cfs 0.000 af Outflow=3.49 cfs 0.478 af Total Runoff Area = 4.950 ac Runoff Volume = 1.129 af Average Runoff Depth = 2.74" Type II 24-hr 100 PROPOSED 2012-08-28 YR Rainfall=6.00" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 11 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Subcatchment 1S: Subcatchment 1 Runoff = 8.75 cfs @12.01 hrs, Volume= 0.478 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.340 98 Building 0.320 98 Parking lot 0.100 98 Open water 0.700 61 >75% Grass cover, Good, HSG B 0.100 58 Woods/grass comb., Good, HSG B 1.560 79 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: Subcatchment 2 Runoff = 2.40 cfs @12.03 hrs, Volume= 0.133 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.020 98 Impervious surface 0.420 61 >75% Grass cover, Good, HSG B 0.390 58 Woods/grass comb., Good, HSG B 0.830 60 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Subcatchment 3 -to 36" RCP Runoff = 0.26 cfs @11.97 hrs, Volume= 0.012 af, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.070 61 >75% Grass cover, Good, HSG B Type II 24-hr 100 PROPOSED 2012-08-28 YR Rainfall=6.00" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 12 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 100S: Existing drainage Runoff = 7.80 cfs @12.08 hrs, Volume= 0.506 af, Depth= 2.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.050 98 Existing building 0.350 98 Existing bituminous 0.090 85 Gravel roads, HSG B 1.180 58 Woods/grass comb., Good, HSG B 0.820 61 >75% Grass cover, Good, HSG B 2.490 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Reach 1R: Calculation reach Inflow Area = 2.390 ac, Inflow Depth = 3.07" for 100 YR event Inflow = 5.40 cfs @12.05 hrs, Volume= 0.611 af Outflow = 5.40 cfs @12.05 hrs, Volume= 0.611 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Pond 1P: Pond 1 Inflow Area = 1.560 ac, Inflow Depth = 3.68" for 100 YR event Inflow = 8.75 cfs @12.01 hrs, Volume= 0.478 af Outflow = 3.49 cfs @12.16 hrs, Volume= 0.478 af, Atten= 60%, Lag= 8.6 min Primary = 3.49 cfs @12.16 hrs, Volume= 0.478 af Secondary = 0.00 cfs @0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Starting Elev= 994.50' Surf.Area= 0.100 ac Storage= 0.163 af Peak Elev= 995.85' @12.16 hrs Surf.Area= 0.127 ac Storage= 0.318 af (0.155 af above start) Plug-Flow detention time= 251.9 min calculated for 0.316 af (66% of inflow) Center-of-Mass det. time= 64.8 min ( 882.1 -817.3 ) # Invert Avail.Storage Storage Description 1 990.00' 0.335 af Custom Stage Data (Prismatic) Listed below Type II 24-hr 100 PROPOSED 2012-08-28 YR Rainfall=6.00" Prepared by Chris M. Remus, P.E. -James R. Hill, Inc Page 13 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 8/30/2012 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 990.00 0.010 0.000 0.000 992.00 0.020 0.030 0.030 994.00 0.070 0.090 0.120 994.50 0.100 0.043 0.163 996.00 0.130 0.173 0.335 # Routing Invert Outlet Devices 1 Primary 992.00' 12.0" x 53.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 994.50' S= -0.0472 '/' n= 0.013 Cc= 0.900 2 Secondary 995.90' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=3.49 cfs @12.16 hrs HW=995.85' (Free Discharge) 1=Culvert (Inlet Controls 3.49 cfs @4.4 fps) Secondary OutFlow Max=0.00 cfs @0.00 hrs HW=994.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)