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Drainage Calcs Proposed Subcatchment 4 Subcatchment 5 Subcatchment 3 Subcatchment 2 Subcatchment 1 Pond 6 <J /catchment 7 ~ Pond 7 CITY OF CHANHASSEN RECEIVED FEB 0 3 2006 CHANHASSEN PLI.NNING DEPT Subcatchment 8 Drainage Diagram for PROPOSED 1-16-06 Prepared by {enter your company name here} 2/3/2006 HydroCAOO 7.00 sin 000744 @ 1986-2003 Applied Microcomputer Systems PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 1 year Rainfal/=2.30" Page 3 2/3/2006 Runoff Subcatchment 1 S: Subcatchment 1 = 4.02 cfs @ 12.22 hrs, Volume= 0.467 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=2.30" Area (ac) 2.790 5.170 0.980 0.420 6.060 15.420 CN Description 61 Pasture/grassland/range, Good, HSG B 85 Wetland 55 Woods, Good, HSG B 98 Rooftops 61 > 75%, Grass cover, Good, HSG B 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 23.3 160 0.0185 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Runoff 5ubcatchment 25: Subcatchment 2 = 14.22 cfs @ 12.05 hrs, Volume= 0.922 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=2.30" Area (ac) 3.210 2.180 1.200 0.320 0.690 16.300 23.900 T c Length (min) (feet) 1.0 6.7 1.0 2.5 11.2 CN Description 98 Rooftops 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 750.10 Grass cover, Good, HSG B 73 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, Roof to yard 125 0.2600 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 125 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 755 5.0 Direct Entry, Pipe flow @ 5 fps 1,005 Total PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 1 year Rainfal/=2.30" Page 4 2/3/2006 Runoff Subcatchment 3S: Subcatchment 3 = 0.72 cfs @ 12.02 hrs, Volume= 0;040 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type" 24-hr 1 year Rainfall=2.30" Area (ac) 0.150 0.120 0.040 0.020 0.640 0.970 T c Length (min) (feet) 1.0 7.6 CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 61 > 75%) Grass cover, Good, HSG B 74 Weighted Average Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) 70 0.0586 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 0.2 8.6 70 Total Runoff Subcatchment 4S: Subcatchment 4 = 0.61 cfs @ 11.93 hrs, Volume= 0.024 af, Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type" 24-hr 1 year Rainfall=2.30" Area (ac) 0.140 0.050 0.150 0.340 Tc Length (min) (feet) 2.0 Runoff CN Description 98 Roadway 98 Sidewalk 61 > 750lc> Grass cover, Good, HSG B 82 Weighted Average Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, Subcatchment 5S: Subcatchment 5 = 0.22 cfs @ 12.59 hrs, Volume= 0.080 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type" 24-hr 1 year Rainfall=2.30" PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAO@ 7.00 sin 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 1 year Rainfal/=2.30" Page 5 2/3/2006 Area (ac) 0.150 0.680 5.980 6.810 CN Description 98 Rooftops 55 Woods, Good, HSG B 61 > 75%) Grass cover, Good, HSG B 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 37.4 300 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Runoff Subcatchment 6S: Subcatchment 6 = 4.85 cts @ 12.02 hrs, Volume= 0.260 at, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=2.30" Area (ac) 0.150 1.270 0.100 0.350 0.330 2.220 4.420 T c Length (min) (feet) 1.0 5.7 2.3 9.1 Runoff CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 75% Grass cover, Good, HSG B 79 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) 40 0.0400 0.1 5.0 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Direct Entry, Pipe flow@5 fps 705 745 Total Subcatchment 7S: Subcatchment 7 = 3.88 cfs @ 12.05 hrs, Volume= 0.266 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=2.30" Area (ac) 0.750 0.680 0.300 0.110 0.380 5.850 8.070 CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 >75% Grass cover, Good, HSG B 71 Weighted Average PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAO@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 1 year Rainfal/=2.30" Page 6 2/3/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 8.5 55 0.0270 0.1 1.3 1.1 11.0 Runoff 160 0.0200 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Direct Entry, Pipe flow @ 5 fps 2.1 345 560 Total 5.0 Subcatchment 8S: Subcatchment 8 = 0.14cfs@ 12.13hrs, Volume= 0.020 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 1 year Rainfall=2.30" Area (ac) 0.090 1.080 1.170 Tc Length (min) (feet) 1.0 13.6 CN Description 98 Rooftops 61 > 75% Grass cover, Good, HSG B 64 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) 85 0.0200 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 0.1 14.6 85 Total Inflow Area = Inflow = Outflow = Primary = Pond 2P: Pond 2 23.900 ac, Inflow Depth = 0.46" for 1 year event 14.22 cfs @ 12.05 hrs, Volume= 0.922 af 1.01 cfs @ 13.80 hrs, Volume= 0.900 af, Atten= 93%>, Lag= 105.1 min 1.01 cfs @ 13.80 hrs, Volume= 0.900 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 866.50' Surf.Area= 0.690 ac Storage= 2.745 af Peak Elev= 867.02' @ 13.80 hrs Surf.Area= 0.728 ac Storage= 3.135 af (0.390 af above start) Plug-Flow detention time= (not calculated) Center-of-Mass del. time= (not calculated) # 1 Invert 858.00' Avail.Storage Storage Description 6.100 af Custom Stage Data (Prismatic) Listed below PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 1 year Rainfal/=2.30" Page 7 2/3/2006 Elevation Surf.Area (feet) (acres) 858.00 0.140 860.00 0.210 862.00 0.280 864.00 0.370 866.00 0.570 866.50 0.690 868.00 0.800 870.00 0.950 870.50 1.000 # Routing Invert 1 Primary 866.50' 2 Device 1 864.00' Inc.Store ( acre-feet) 0.000 0.350 0.490 0.650 0.940 0.315 1.118 1.750 0.487 Cum.Store ( acre-feet) 0.000 0.350 0.840 1.490 2.430 2.745 3.862 5.612 6.100 Outlet Devices 15.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 866.20' S= 0.0075 'f n= 0.013 Cc= 0.900 15.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 866.50' S= -0.1000 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.01 cfs @ 13.80 hrs HW=867.02' (Free Discharge) L1=Culvert (Barrel Controls 1.01 cfs @ 3.1 fps) L2=Culvert (Passes 1.01 cfs of 1.20 cfs potential flow) Inflow Area = Inflow = Outflow = Primary = Pond 6P: Pond 6 12.490 ac, Inflow Depth = 0.50" for 1 year event 4.87 cfs @ 12.02 hrs, Volume= 0.521 af 0.57 cfs @ 13.91 hrs, Volume= 0.513 af, Atten= 88%, Lag= 113.5 min 0.57 cfs @ 13.91 hrs, Volume= 0.513 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 0.330 ac Storage= 1.430 af Peak Elev= 920.36' @ 13.91 hrs Surf.Area= 0.344 ac Storage= 1.562 af (0.132 af above start) Plug-Flow detention time= (not calculated) Center-of-Mass del. time= (not calculated) # 1 Invert 912.00' Elevation (feet) 912.00 914.00 916.00 918.00 920.00 922.00 922.50 # Routing 1 Primary Avail.Storage Storage Description 2.382 af Custom Stage Data (Prismatic) Listed below Surf.Area (acres) 0.080 0.120 0.170 0.220 0.330 0.410 0.440 Inc.Store ( acre-feet) 0.000 0.200 0.290 0.390 0.550 0.740 0.212 Cum.Store ( acre-feet) 0.000 0.200 0.490 0.880 1.430 2.170 2.382 Invert Outlet Devices 920.00' 18.0" x 20.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 919.80' S= 0.0100 'f n= 0.013 Cc= 0.900 PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 1 year Rainfal/=2.30" Page 8 2/3/2006 2 Device 1 918.00' 18.0" x 16.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 920.00' S= -0.1250 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=0.57 cfs @ 13.91 hrs HW=920.36' (Free Discharge) L1=Culvert (Barrel Controls 0.57 cfs @ 2.7 fps) L2=Culvert (Passes 0.57 cfs of 0.66 cfs potential flow) Pond 7P: Pond 7 Inflow Area = Inflow = Outflow = Primary = 8.070 ac, Inflow Depth = 0.40" for 1 year event 3.88 cfs @ 12.05 hrs, Volume= 0.266 af 0.34 cfs @ 13.52 hrs, Volume= 0.261 af, Atten= 91 %, Lag= 87.9 min 0.34 cfs @ 13.52 hrs, Volume= 0.261 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 921.50' Surf.Area= 0.380 ac Storage= 1.385 af Peak Elev= 921.75' @ 13.52 hrs Surf.Area= 0.390 ac Storage= 1.484 af (0.099 af above start) Plug-Flow detention time= (not calculated) Center-of-Mass det. time= (not calculated) # 1 Invert 914.00' Avail.Storage Storage Description 2.620 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area (feet) (acres) 914.00 0.080 916.00 0.120 918.00 0.180 920.00 0.240 921.50 0.380 922.00 0.400 924.00 0.640 # Routing Invert 1 Primary 921.50' 2 Device 1 919.50' Inc.Store (acre-feet) 0.000 0.200 0.300 0.420 0.465 0.195 1.040 Cum.Store (acre-feet) 0.000 0.200 0.500 0.920 1.385 1.580 2.620 Outlet Devices 18.0" x 133.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 920.00' S= 0.0113 '/' n= 0.013 Cc= 0.900 18.0" x 30.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 921.50' S= -0.0667 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=0.34 cfs @ 13.52 hrs HW=921.75' TW=920.36' (Dynamic Tailwater) L1=Culvert (Controls 0.34 cfs) L2=Culvert (Inlet Controls 0.34 cfs @ 1.7 fps) PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sin 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 2 year Rainfal/=2.70" Page 9 2/3/2006 Time span=0.00-100.00 hrs, dt=0.01 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method 5ubcatchment 15: 5ubcatchment 1 Runoff Area=15.420 ac Runoff Depth=0.55" Flow Length=160' Tc=23.3 min CN=70 Runoff=7.06 cfs 0.712 af 5ubcatchment 25: 5ubcatchment 2 Runoff Area=23.900 ac Runoff Depth=0.68" Flow Length=1 ,005' Tc=11.2 min CN=73 Runoff=22.27 cfs 1.352 af 5ubcatchment 35: 5ubcatchment 3 Runoff Area=0.970 ac Runoff Depth=0.72" Flow Length=70' Tc=8.6 min CN=74 Runoff=1.09 cfs 0.059 af 5ubcatchment 4S: Subcatchment 4 Runoff Area=O.340 ac Runoff Depth=1.15" Tc=2.0 min CN=82 Runoff=0.81 cfs 0.033 af 5ubcatchment 55: 5ubcatchment 5 Runoff Area=6.810 ac Runoff Depth=0.26" Flow Length=300' Tc=37.4 min CN=61 Runoff=0.63 cfs 0.147 af 5ubcatchment 65: 5ubcatchment 6 Runoff Area=4.420 ac Runoff Depth=0.97" Flow Length=745' Tc=9.1 min CN=79 Runoff=6.80 cfs 0.359 af 5ubcatchment 75: 5ubcatchment 7 Runoff Area=8.070 ac Runoff Depth=0.59" Flow Length=560' Tc=11.0 min CN=71 Runoff=6.41 cfs 0.400 af 5ubcatchment 85: 5ubcatchment 8 Runoff Area=1.170 ac Runoff Depth=0.34" Flow Length=85' Tc=14.6 min CN=64 Runoff=0.34 cfs 0.034 af Pond 2P: Pond 2 Peak Elev=867.25' Storage=3.305 af Inflow=22.27 cfs 1.352 af Outflow=1.90 cfs 1.330 af Pond 6P: Pond 6 Peak Elev=920.50' Storage=1.616 af Inflow=6.88 cfs 0.753 af Outflow=1.06 cfs 0.746 af Pond 7P: Pond 7 Peak Elev=921.8T Storage=1.530 af Inflow=6.41 cfs 0.400 af Outflow=0.71 cfs 0.394 af Total Runoff Area = 61.100 ac Runoff Volume = 3.094 af Average Runoff Depth = 0.61" PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sin 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 2 year Rainfal/=2.70" Page 1 0 2/3/2006 Runoff Subcatchment 1 S: Subcatchment 1 = 7.06 cfs @ 12.20 hrs, Volume= 0.712 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type" 24-hr 2 year Rainfall=2.70" Area (ac) 2.790 5.170 0.980 0.420 6.060 15.420 CN Description 61 Pasture/grassland/range, Good, HSG B 85 Wetland 55 Woods, Good, HSG B 98 Rooftops 61 >75%) Grass cover, Good, HSG B 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 23.3 160 0.0185 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Runoff Subcatchment 2S: Subcatchment 2 = 22.27 cfs @ 12.04 hrs, Volume= 1.352 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type" 24-hr 2 year Rainfall=2.70" Area (ac) 3.210 2.180 1.200 0.320 0.690 16.300 23.900 T c Length (min) (feet) 1.0 6.7 1.0 2.5 11.2 CN Description 98 Rooftops 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 750;'0 Grass cover, Good, HSG B 73 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, Roof to yard 125 0.2600 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 125 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 755 5.0 Direct Entry, Pipe flow @2 5 fps 1,005 Total PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 2 year Rainfal/=2.70" Page 11 2/3/2006 Runoff Subcatchment 3S: Subcatchment 3 = 1.09 cfs @ 12.01 hrs, Volume= 0.059 af, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.70" Area (ac) 0.150 0.120 0.040 0.020 0.640 0.970 T c Length (min) (feet) 1.0 7.6 CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 61 >75% Grass cover, Good, HSG S' 74 Weighted Average Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) 70 0.0586 0.2 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 8.6 70 Total Runoff Subcatchment 4S: Subcatchment 4 = 0.81 cfs @ 11.93 hrs, Volume= 0.033 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.70" Area (ac) 0.140 0.050 0.150 0.340 Tc Length (min) (feet) 2.0 Runoff CN Description 98 Roadway 98 Sidewalk 61 > 75% Grass cover, Good, HSG S 82 Weighted Average Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, Subcatchment 5S: Subcatchment 5 = 0.63 cfs @ 12.51 hrs, Volume= 0.147 af, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.70" PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 2 year Rainfal/=2.70" Page 12 2/3/2006 Area (ac) 0.150 0.680 5.980 6.810 CN Description 98 Rooftops 55 Woods, Good, HSG B 61 > 75% Grass cover, Good, HSG B 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.4 300 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Runoff Subcatchment 6S: Subcatchment 6 = 6.80 cts @ 12.01 hrs, Volume= 0.359 at, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.70" Area (ac) 0.150 1.270 0.100 0.350 0.330 2.220 4.420 Tc Length (min) (feet) 1.0 5.7 2.3 9.1 Runoff CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 75%) Grass cover, Good, HSG B 79 Weighted Average Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 40 0.0400 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Direct Entry, Pipe flow @ 5 fps 0.1 705 745 Total 5.0 Subcatchment 7S: Subcatchment 7 = 6.41 cfs @ 12.04 hrs, Volume= OAOO af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.70" Area (ac) 0.750 0.680 0.300 0.110 0.380 5.850 8.070 CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 75%) Grass cover, Good, HSG B 71 Weighted Average PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 2 year Rainfal/=2.70" Page 13 2/3/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 8.5 55 0.0270 0.1 1.3 1.1 11.0 Runoff 160 0.0200 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Direct Entry, Pipe flow @5 fps 345 560 Total 2.1 5.0 Subcatchment 8S: Subcatchment 8 = 0.34 cfs @ 12.11 hrs, Volume= 0.034 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.70" . Area (ac) 0.090 1.080 1.170 Tc Length (min) (feet) 1.0 13.6 CN Description 98 Rooftops 61 > 750lc> Grass cover, Good, HSG B 64 Weighted Average Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) 85 0.0200 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 0.1 14.6 85 Total Inflow Area = Inflow = Outflow = Primary = Pond 2P: Pond 2 23.900 ac, Inflow Depth = 0.68" tor 2 year event 22.27 cfs @ 12.04 hrs, Volume= 1.352 at 1.90 cfs @ 13.13 hrs, Volume= 1.330 at, Atten= 91 %, Lag= 65.4 min 1.90 cfs @ 13.13 hrs, Volume= 1.330 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 866.50' Surf.Area= 0.690 ac Storage= 2.745 at Peak Elev= 867.25' @ 13.13 hrs Surf.Area= 0.745 ac Storage= 3.305 af (0.560 at above start) Plug-Flow detention time= (not calculated) Center-of-Mass del. time= (not calculated) # 1 Invert 858.00' Avail.Storage Storage Description 6.100 at Custom Stage Data (Prismatic) Listed below PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 2 year Rainfal/=2.70" Page 14 2/3/2006 Elevation Surf.Area (feet) (acres) 858.00 0.140 860.00 0.210 862.00 0.280 864.00 0.370 866.00 0.570 866.50 0.690 868.00 0.800 870.00 0.950 870.50 1.000 # Routing Invert 1 Primary 866.50' 2 Device 1 864.00' Inc.Store ( acre-feet) 0.000 0.350 0.490 0.650 0.940 0.315 1.118 1.750 0.487 Cum.Store ( acre-feet) 0.000 0.350 0.840 1 .490 2.430 2.745 3.862 5.612 6.100 Outlet Devices 15.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 866.20' S= 0.0075 'f n= 0.013 Cc= 0.900 15.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 866.50' S= -0.1000 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.90 cfs @ 13.13 hrs HW=867.25' (Free Discharge) L1=Culvert (Barrel Controls 1.90 cfs @ 3.5 fps) L2=Culvert (Passes 1.90 cfs of 2.28 cfs potential flow) . Inflow Area = Inflow = Outflow = Primary = Pond 6P: Pond 6 12.490 ac, Inflow Depth = 0.72" for 2 year event 6.88 cfs @ 12.02 hrs, Volume= 0.753 af 1.06 cfs @ 13.39 hrs, Volume= 0.746 af, Atten= 85%, Lag= 82.6 min 1.06 cfs@ 13.39 hrs, Volume= 0.746 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 0.330 ac Storage= 1.430 af Peak Elev= 920.50' @ 13.39 hrs Surf.Area= 0.350 ac Storage= 1.616 af (0.186 af above start) Plug-Flow detention time= (not calculated) Center-of-Mass del. time= (not calculated) # 1 Invert 912.00' Elevation (feet) 912.00 914.00 916.00 918.00 920.00 922.00 922.50 # Routing 1 Primary Avail.Storage Storage Description 2.382 af Custom Stage Data (Prismatic) Listed below Surf.Area (acres) 0.080 0.120 0.170 0.220 0.330 0.410 0.440 Inc.Store (acre-feet) 0.000 0.200 0.290 0.390 0.550 0.740 0.212 Cum.Store ( acre-feet) 0.000 0.200 0.490 0.880 1 .430 2.170 2.382 Invert Outlet Devices 920.00' 18.0" x 20.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 919.80' S= 0.0100 'I' n= 0.013 Cc= 0.900 PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAO@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 2 year Rainfal/=2.70" Page'15 2/3/2006 2 Device 1 918.00' 18.0" x 16.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 920.00' S= -0.1250 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=1.06 cfs @ 13.39 hrs HW=920.50' (Free Discharge) L1=Culvert (Barrel Controls 1.06 cfs @ 3.1 fps) L2=Culvert (Passes 1.06 cfs of 1.25 cfs potential flow) Pond 7P: Pond 7 Inflow Area = Inflow = Outflow = Primary = 8.070 ac, Inflow Depth = 0.59" for 2 year event 6.41 cfs @ 12.04 hrs, Volume= 0.400 af 0.71 cfs @ 12.81 hrs, Volume= 0.394 af, Atten= 890/c" Lag= 45.9 min 0.71 cfs @ 12.81 hrs, Volume= 0.394 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 921.50' Surf.Area= 0.380 ac Storage= 1.385 af Peak Elev= 921.87' @ 12.81 hrs Surf.Area= 0.395 ac Storage= 1.530 af (0.145 af above start) Plug-Flow detention time= (not calculated) Center-of-Mass del. time= (not calculated) # 1 Invert 914.00' Avail.Storage Storage Description 2.620 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area (feet) (acres) 914.00 0.080 916.00 0.120 918.00 0.180 920.00 0.240 921.50 0.380 922.00 0.400 924.00 0.640 # Routing Invert 1 Primary 921.50' 2 Device 1 919.50' Inc.Store (acre-feet) 0.000 0.200 0.300 0.420 0.465 0.195 1.040 Cum.Store ( acre-feet) 0.000 0.200 0.500 0.920 1.385 1.580 2.620 Outlet Devices 18.0" x 133.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 920.00' S= 0.0113 'I' n= 0.013 Cc= 0.900 18.0" x 30.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 921.50' S= -0.0667 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=0.71 cfs @ 12.81 hrs HW=921.87' TW=920.49' (Dynamic Tailwater) L1=Culvert (Controls 0.71 cfs) L2=Culvert (Inlet Controls 0.71 cfs @ 2.1 fps) PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 year Rainfal/=4.20" Page 16 2/3/2006 Time span=0.00-1 00.00 hrs, dt=0.01 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Subcatchment 1 Runoff Area=15.420 ac Runoff Depth=1.46" Flow Length=160' Tc=23.3 min CN=70 Runoff=21.91 cfs 1.882 af Subcatchment 2S: Subcatchment 2 Runoff Area=23.900 ac Runoff Depth=1.6T' Flow Length=1 ,005' Tc=11.2 min CN=73 Runoff=58.66 cfs 3.331 af Subcatchment 3S: Subcatchment 3 Runoff Area=0.970 ac Runoff Depth=1.74" Flow Length=70' Tc=8.6 min CN=74 Runoff=2.75 cfs 0.141 af Subcatchment 4S: Subcatchment 4 Runoff Area=O.340 ac Runoff Depth=2.37" Tc=2.0 min CN=82 Runoff=1.65 cfs 0.067 af Subcatchment 5S: Subcatchment 5 Runoff Area=6.810 ac Runoff Depth=0.92" Flow Length=300' Tc=37.4 min CN=61 Runoff=3.76 cfs 0.520 af Subcatchment 6S: Subcatchment 6 Runoff Area=4.420 ac Runoff Depth=2.13" Flow Length=745' Tc=9.1 min CN=79 Runoff=14.97 cfs 0.783 af Subcatchment 7S: Subcatchment 7 Runoff Area=8.070 ac Runoff Depth=1.53" Flow Length=560' Tc=11.0min CN=71 Runoff=18.17cfs 1.031 af Subcatchment 8S: Subcatchment 8 Runoff Area=1.170 ac Runoff Depth=1.09" Flow Length=85' Tc=14.6 min CN=64 Runoff=1.53 cfs 0.106 af Pond 2P: Pond 2 Peak Elev=868.42' Storage=4.227 af Inflow=58.66 cfs 3.331 af Outflow=6.21 cfs 3.308 af Pond 6P: Pond 6 Peak Elev=921.13' Storage=1.848 af Inflow=16.31 cfs 1.809 af Outflow=4.24 cfs 1.801af Pond 7P: Pond 7 Peak Elev=922.38' Storage=1.776 af Inflow=18.17 cfs 1.031 af Outflow=3.31 cfs 1.026 af Total Runoff Area = 61.100 ac Runoff Volume = 7.862 af Average Runoff Depth = 1.54" PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 year Rainfal/=4.20" Page 17 2/3/2006 Runoff Subcatchment 1S: Subcatchment 1 = 21.91 cfs @ 12.18 hrs, Volume= 1.882 af, Depth= 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=4.20" Area (ac) 2.790 5.170 0.980 0.420 6.060 15.420 CN Description 61 Pasture/grassland/range, Good, HSG B 85 Wetland 55 Woods, Good, HSG B 98 Rooftops 61 > 75% Grass cover, Good, HSG B 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.3 160 0.0185 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Runoff Subcatchment 2S: Subcatchment 2 = 58.66 cfs @ 12.03 hrs, Volume= 3.331 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=4.20" Area (ac) 3.210 2.180 1.200 0.320 0.690 16.300 23.900 T c Length (min) (feet) 1.0 6.7 1.0 2.5 11.2 CN Description 98 Rooftops 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 75% Grass cover, Good, HSG B 73 Weighted Average Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, Roof to yard 125 0.2600 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 125 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 755 5.0 Direct Entry, Pipe flow @2 5 fps 1,005 Total PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 year Rainfal/=4.20" Page 18 2/3/2006 Runoff Subcatchment 3S: Subcatchment 3 = 2.75 cfs @ 12.01 hrs, Volume= 0.141 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=4.20" Area (ac) 0.150 0.120 0.040 0.020 0.640 0.970 T c Length (min) (feet) 1.0 7.6 CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 61 > 75% Grass cover, Good, HSG B 74 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) 70 0.0586 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 0.2 8.6 70 Total Runoff Subcatchment 4S: Subcatchment 4 = 1.65 cfs @ 11.93 hrs, Volume= 0.067 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=4.20" Area (ac) 0.140 0.050 0.150 0.340 T c Length (min) (feet) 2.0 Runoff CN Description 98 Roadway 98 Sidewalk 61 > 75% Grass cover, Good, HSG B 82 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, Subcatchment 5S: Subcatchment 5 = 3.76 cfs @ 12.39 hrs, Volume= 0.520 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=4.20" PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 year Rainfal/=4.20" Page 19 2/3/2006 Area (ac) 0.150 0.680 5.980 6.810 CN Description 98 Rooftops 55 Woods, Good, HSG B 61 > 75% Grass cover, Good, HSG B 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 37.4 300 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Runoff Subcatchment 6S: Subcatchment 6 = 14.97 cfs @ 12.01 hrs, Volume= 0.783 af, Depth= 2.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type" 24-hr 10 year Rainfall=4.20" Area (ac) 0.150 1.270 0.100 0.350 0.330 2.220 4.420 Tc Length (min) (feet) 1.0 5.7 2.3 9.1 Runoff CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 75%> Grass cover, Good, HSG B 79 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) 40 0.0400 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Direct Entry, Pipe flow @ 5 fps 0.1 705 745 Total 5.0 Subcatchment 7S: Subcatchment 7 = 18.17 cfs @ 12.04 hrs, Volume= 1.031 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type" 24-hr 10 year Rainfall=4.20" Area (ae) 0.750 0.680 0.300 0.110 0.380 5.850 8.070 CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 750/0 Grass cover, Good, HSG B 71 Weighted Average PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 year Rainfal/=4.20" Page 20 2/3/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 8.5 55 0.0270 0.1 1.3 1.1 11.0 Runoff 160 0.0200 2.1 5.0 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Direct Entry, Pipe flow @ 5 fps 345 560 Total Subcatchment 8S: Subcatchment 8 = 1.53 cfs @ 12.08 hrs, Volume= 0.106 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=4.20" Area (ac) 0.090 1.080 1.170 Tc Length (min) (feet) 1.0 13.6 CN Description 98 Rooftops 61 > 75%) Grass cover, Good, HSG B 64 Weighted Average Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) 85 0.0200 0.1 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 14.6 85 Total Inflow Area = Inflow = Outflow = Primary = Pond 2P: Pond 2 23.900 ac, Inflow Depth = 1.67" for 10 year event 58.66 cfs @ 12.03 hrs, Volume= 3.331 af 6.21 cfs @ 12.63 hrs, Volume= 3.308 af, Atten= 89%, Lag= 35.9 min 6.21 cfs @ 12.63 hrs, Volume= 3.308 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 866.50' Surf.Area= 0.690 ac Storage= 2.745 af Peak Elev= 868.42' @ 12.63 hrs Surf.Area= 0.831 ac Storage= 4.227 af (1.482 af above start) Plug-Flow detention time= 1,070.1 min calculated for 0.563 af (17% of inflow) Center-of-Mass del. time= 224.1 min ( 1,074.7 - 850.6) # 1 Invert 858.00' Avail.Storage Storage Description 6.100 af Custom Stage Data (Prismatic) Listed below PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 year Rainfal/=4.20" Page 21 2/3/2006 Elevation Surf.Area (feet) (acres) 858.00 0.140 860.00 0.210 862.00 0.280 864.00 0.370 866.00 0.570 866.50 0.690 868.00 0.800 870.00 0.950 870.50 1.000 # Routing Invert 1 Primary 866.50' 2 Device 1 864.00' Inc.Store (acre-feet) 0.000 0.350 0.490 0.650 0.940 0.315 1.118 1.750 0.487 Cum.Store (acre-feet) 0.000 0.350 0.840 1 .490 2.430 2.745 3.862 5.612 6.100 Outlet Devices 15.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 866.20' S= 0.0075 'I' n= 0.013 Cc= 0.900 15.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 866.50' S= -0.1000 'f n= 0.013 Cc= 0.900 Primary OutFlow Max=6.21 cfs @ 12.63 hrs HW=868.42' (Free Discharge) L1=Culvert (Barrel Controls 6.21 cfs @ 5.1 fps) L2=Culvert (Passes 6.21 cfs of 6.72 cfs potential flow) I nflow Area = Inflow = Outflow = Primary = Pond 6P: Pond 6 12.490 ac, Inflow Depth = 1.74" for 1 0 year event 16.31 cfs @ 12.02 hrs, Volume= 1.809 af 4.24 cfs @ 12.66 hrs, Volume= 1.801 af, Atten= 74%, Lag= 38.9 min 4.24 cfs @ 12.66 hrs, Volume= 1.801 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 0.330 ac Storage= 1.430 af Peak Elev= 921.13' @ 12.66 hrs Surf.Area= 0.375 ac Storage= 1.848 af (0.418 af above start) Plug-Flow detention time= 987.4 min calculated for 0.371 af (21 % of inflow) Center-of-Mass del. time= 126.6 min ( 1,061.6 - 935.0 ) # 1 Invert 912.00' Elevation (feet) 912.00 914.00 916.00 918.00 920.00 922.00 922.50 # Routing 1 Primary Avail.Storage Storage Description 2.382 af Custom Stage Data (Prismatic) Listed below Surf.Area (acres) 0.080 0.120 0.170 0.220 0.330 0.410 0.440 Inc.Store (acre-feet) 0.000 0.200 0.290 0.390 0.550 0.740 0.212 Cum.Store ( acre-feet) 0.000 0.200 0.490 0.880 1 .430 2.170 2.382 Invert Outlet Devices 920.00' 18.0" x 20.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 919.80' S= 0.0100 '/' n= 0.013 Cc= 0.900 PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAO@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 10 year Rainfal/=4.20" Page 22 2/3/2006 2 Device 1 918.00' 18.0" x 16.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 920.00' S= -0.1250 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=4.24 cfs @ 12.66 hrs HW=921.13' (Free Discharge) L1=Culvert (Barrel Controls 4.24 cfs @ 4.1 fps) L2=Culvert (Passes 4.24 cfs of 5.17 cfs potential flow) Pond 7P: Pond 7 Inflow Area = Inflow = Outflow = Primary = 8.070 ac, Inflow Depth = 1.53" for 10 year event 18.17 cfs @ 12.04 hrs, Volume= 1.031 af 3.31 cfs @ 12.33 hrs, Volume= 1.026 af, Atten= 82%>, Lag= 17.4 min 3.31 cfs @ 12.33 hrs, Volume= 1.026 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 921.50' Surf.Area= 0.380 ac Storage= 1.385 af Peak Elev= 922.381 @ 12.37 hrs Surf.Area= 0.445 ac Storage= 1.776 af (0.391 af above start) Plug-Flow detention time= (not calculated) Center-of-Mass del. time= (not calculated) # 1 Invert 914.001 Avail.Storage Storage Description 2.620 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area (feet) (acres) 914.00 0.080 916.00 0.120 918.00 0.180 920.00 0.240 921.50 0.380 922.00 0.400 924.00 0.640 # Routing Invert 1 Primary 921.50' 2 Device 1 919.501 Inc.Store ( acre-feet) 0.000 0.200 0.300 0.420 0.465 0.195 1.040 Cum.Store ( acre-feet) 0.000 0.200 0.500 0.920 1.385 1.580 2.620 Outlet Devices 18.0" x 133.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 920.00' S= 0.0113 'I' n= 0.013 Cc= 0.900 18.0" x 30.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 921.50' S= -0.0667 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=3.31 cfs @ 12.33 hrs HW=922.381 TW=921.08' (Dynamic Tailwater) L1=Culvert (Barrel Controls 3.31 cfs @ 4.4 fps) L2=Culvert (Passes 3.31 cfs of 3.42 cfs potential flow) PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sin 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 year Rainfal/=6.00" Page 23 2/3/2006 Time span=0.00-1 00.00 hrs, dt=0.01 hrs, 10001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 15: 5ubcatchment 1 Runoff Area=15.420 ac Runoff Depth=2.81" Flow Length=160' Tc=23.3 min CN=70 Runoff=43.62 cfs 3.605 af Subcatchment 25: 5ubcatchment 2 Runoff Area=23.900 ac Runoff Depth=3.09" Flow Length=1 ,005' Tc=11.2 min CN=73 Runoff=1 09.05 cfs 6.151 af Subcatchment 35: 5ubcatchment 3 Runoff Area=0.970 ac Runoff Depth=3.18" Flow Length=70' Tc=8.6 min CN=74 Runoff=5.00 cfs 0.257 af Subcatchment 4S: Subcatchment 4 Runoff Area=O.340 ac Runoff Depth=3.99" Tc=2.0 min CN=82 Runoff=2.69 cfs 0.113 af Subcatchment 5S: 5ubcatchment 5 Runoff Area=6.810 ac Runoff Depth=2.01" Flow Length=300' Tc=37.4 min CN=61 Runoff=9.52 cfs 1.138 af Subcatchment 65: 5ubcatchment 6 Runoff Area=4.420 ac Runoff Depth=3.68" Flow Length=745' Tc=9.1 min CN=79 Runoff=25.58 cfs 1.355 af Subcatchment 75: 5ubcatchment 7 Runoff Area=8.070 ac Runoff Depth=2.90" Flow Length=560' Tc=11.0 min CN=71 Runoff=34.79 cfs 1.949 af Subcatchment 8S: 5ubcatchment 8 Runoff Area=1.170 ac Runoff Depth=2.26" Flow Length=85' Tc=14.6 min CN=64 Runoff=3.42 cfs 0.221 af Pond 2P: Pond 2 Peak Elev=870.13' Storage=5.739 af Inflow=109.05 cfs 6.151 af Outflow=1 0.24 cfs 6.128 af Pond 6P: Pond 6 Peak Elev=922.01' Storage=2.175 af Inflow=29.75 cfs 3.299 af Outflow=8.76 cfs 3.292 af Pond 7P: Pond 7 Peak Elev=923.12' Storage=2.160 af Inflow=34.79 cfs 1.949 af Outflow=7.33 cfs 1.944 af Total Runoff Area = 61.100 ac Runoff Volume = 14.790 af Average Runoff Depth = 2.90" PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 year Rainfal/=6.00" Page 24 2/3/2006 Runoff = Subcatchment 1 S: Subcatchment 1 43.62 cfs @ 12.17 hrs, Volume= 3.605 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.00" Area (ac) 2.790 5.170 0.980 0.420 6.060 15.420 CN Description 61 Pasture/grasslandlrange, Good, HSG B 85 Wetland 55 Woods, Good, HSG B 98 Rooftops 61 > 75% Grass cover, Good, HSG B 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 23.3 160 0.0185 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Runoff = Subcatchment 2S: Subcatchment 2 109.05 cfs @ 12.03 hrs, Volume= 6.151 af, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.00" Direct Entry, Roof to yard 125 0.2600 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 125 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 755 5.0 Direct Entry, Pipe flow ~ 5 fps 1,005 Total Area (ac) 3.210 2.180 1.200 0.320 0.690 16.300 23.900 Tc Length (min) (feet) 1.0 6.7 1.0 2.5 11.2 CN 98 98 98 98 98 61 73 DeSCri~tion Roofto ~ Roadway Driveway Sidewalk Open water > 75%) Grass cover, Good, HSG B Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 year Rainfal/=6.00" Page 25 2/3/2006 Runoff Subcatchment 3S: Subcatchment 3 = 5.00 cfs @ 12.00 hrs, Volume= 0.257 af, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.00" Area (ac) 0.150 0.120 0.040 0.020 0.640 0.970 Tc Length (min) (feet) 1.0 7.6 CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 61 >75%> Grass cover, Good, HSG B 74 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) 70 0.0586 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 0.2 8.6 70 Total Runoff Subcatchment 4S: Subcatchment 4 = 2.69 cfs @ 11.92 hrs, Volume= 0.113 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.00" Area (ac) 0.140 0.050 0.150 0.340 Tc Length (min) (feet) 2.0 Runoff CN Description 98 Roadway 98 Sidewalk 61 >75% Grass cover, Good, HSG B 82 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, Subcatchment 5S: Subcatchment 5 = 9.52 cfs @ 12.35 hrs, Volume= 1.138 af, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.00" PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type /I 24-hr 100 year Rainfall=6.00" Page 26 2/3/2006 Area (ac) 0.150 0.680 5.980 6.810 CN Description 98 Rooftops 55 Woods, Good, HSG B 61 > 75% Grass cover, Good, HSG B 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 37.4 300 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Runoff Subcatchment 6S: Subcatchment 6 = 25.58 cfs @ 12.01 hrs, Volume= 1.355 af, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.00" Area (ac) 0.150 1.270 0.100 0.350 0.330 2.220 4.420 T c Length (min) (feet) 1.0 5.7 2.3 9.1 Runoff CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 75% Grass cover, Good, HSG B 79 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) 40 0.0400 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Direct Entry, Pipe flow @ 5 fps 0.1 705 745 Total 5.0 Subcatchment 7S: Subcatchment 7 = 34.79 cfs @ 12.03 hrs, Volume= 1.949 af, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.00" Area (ac) 0.750 0.680 0.300 0.110 0.380 5.850 8.070 CN Description 98 Rooftop 98 Roadway 98 Driveway 98 Sidewalk 98 Open water 61 > 750lc> Grass cover, Good, HSG B 71 Weighted Average PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 year Rainfal/=6.00" Page 27 2/3/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 8.5 55 0.0270 0.1 1.3 1.1 11.0 Runoff 160 0.0200 2.1 5.0 Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Direct Entry, Pipe flow @ 5 fps 345 560 Total Subcatchment 85: Subcatchment 8 = 3.42 cfs @ 12.07 hrs, Volume= 0.221 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.00" Area (ac) 0.090 1.080 1.170 Tc Length (min) (feet) 1.0 13.6 CN Description 98 Rooftops 61 > 75% Grass cover, Good, HSG B 64 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) 85 0.0200 0.1 Direct Entry, Roof to yard Sheet Flow, Grass: Dense n= 0.240 P2= 2.70" 14.6 85 Total Inflow Area = Inflow = Outflow = Primary = Pond 2P: Pond 2 23.900 ac, Inflow Depth = 3.09" for 100 year event 109.05cfs@ 12.03hrs, Volume= 6.151 af 10.24 cfs @ 12.66 hrs, Volume= 6.128 af, Atten= 91 %, Lag= 37.5 min 10.24 cfs @ 12.66 hrs, Volume= 6.128 at Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 866.50' Surf.Area= 0.690 ac Storage= 2.745 af Peak Elev= 870.13' @ 12.66 hrs Surf.Area= 0.963 ac Storage= 5.739 af (2.994 afabove start) Plug-Flow detention time= 515.0 min calculated for 3.383 af (55%) of inflow) Center-of-Mass del. time= 210.9 min ( 1,043.7 - 832.8 ) # 1 Invert 858.00' Avail.Storage Storage Description 6.100 af Custom Stage Data (Prismatic) Listed below PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 year Rainfal/=6.00" Page 28 2/3/2006 Elevation Surf.Area (feet) (acres) 858.00 0.140 860.00 0.210 862.00 0.280 864.00 0.370 866.00 0.570 866.50 0.690 868.00 0.800 870.00 0.950 870.50 1.000 # Routing Invert 1 Primary 866.50' 2 Device 1 864.00' Inc.Store (acre-feet) 0.000 0.350 0.490 0.650 0.940 0.315 1.118 1.750 0.487 Cum.Store ( acre-feet) 0.000 0.350 0.840 1 .490 2.430 2.745 3.862 5.612 6.100 Outlet Devices 15.0" x 40.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 866.20' S= 0.0075 II' n= 0.013 Cc= 0.900 15.0" x 25.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 866.50' S= -0.1000 II' n= 0.013 Cc= 0.900 Primary OutFlow Max=1 0.24 cfs @ 12.66 hrs HW=870.13' (Free Discharge) L1=Culvert (Controls 10.24 cfs) L2=Culvert (Inlet Controls 10.24 cfs @ 8.3 fps) Inflow Area = Inflow = Outflow = Primary = Pond 6P: Pond 6 12.490 ac, Inflow Depth = 3.17" for 100 year event 29.75 cfs @ 12.02 hrs, Volume= 3.299 af 8.76 cfs @ 12.57 hrs, Volume= 3.292 af, Atten= 71 %, Lag= 33.5 min 8.76 cfs @ 12.57 hrs, Volume= 3.292 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs,' dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 0.330 ac Storage= 1.430 af Peak Elev= 922.01' @ 12.57 hrs Surf.Area= 0.411 ac Storage= 2.175 af (0.745 afabove start) Plug-Flow detention time= 425.8 min calculated for 1.861 af (56%> of inflow) Center-of-Mass del. time= 96.4 min (997.9 - 901.4 ) # 1 Invert 912.001 Elevation (feet) 912.00 914.00 916.00 918.00 920.00 922.00 922.50 # Routing 1 Primary Avai I. Storage Storage Description 2.382 af Custom Stage Data (Prismatic) Listed below Surf.Area (acres) 0.080 0.120 0.170 0.220 0.330 0.410 0.440 Inc.Store (acre-feet) 0.000 0.200 0.290 0.390 0.550 0.740 0.212 Cum.Store (acre-feet) 0.000 0.200 0.490 0.880 1 .430 2.170 2.382 I nvert Outlet Devices 920.00' 18.0" x 20.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 919.80' S= 0.0100 II' n= 0.013 Cc= 0.900 PROPOSED 1-16-06 Prepared by {enter your company name here} HydroCAD@ 7.00 sIn 000744 @ 1986-2003 Applied Microcomputer Systems Type 1/24-hr 100 year Rainfall=6.00" Page 29 2/3/2006 2 Device 1 918.00' 18.0" x 16.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 920.00' S= -0.1250 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=8.76 cfs @ 12.57 hrs HW=922.01' (Free Discharge) L1=Culvert (Barrel Controls 8.76 cfs @ 5.0 fps) L2=Culvert (Passes 8.76 cfs of 9.56 cfs potential flow) Pond 7P: Pond 7 Inflow Area = Inflow = Outflow = Primary = 8.070 ac, Inflow Depth = 2.90" for 100 year event 34.79 cfs @ 12.03 hrs, Volume= 1.949 af 7.33 cfs @ 12.24 hrs, Volume= 1.944 af, Atten= 79%, Lag= 12.5 min 7.33 cfs @ 12.24 hrs, Volume= 1.944 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Starting Elev= 921.50' Surf.Area= 0.380 ac Storage= 1.385 af Peak Elev= 923.12' @ 12.30 hrs Surf.Area= 0.534 ac Storage= 2.160 af (0.775 af above start) Plug-Flow detention time= 616.5 min calculated for 0.559 af (29% of inflow) Center-of-Mass del. time= 123.3 min ( 960.6 - 837.3 ) # 1 Invert 914.00' Avai I. Storage Storage Description 2.620 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area (feet) (acres) 914.00 0.080 916.00 0.120 918.00 0.180 920.00 0.240 921.50 0.380 922.00 0.400 924.00 0.640 # Routing Invert 1 Primary 921.50' 2 Device 1 919.50' Inc.Store (acre-feet) 0.000 0.200 0.300 0.420 0.465 0.195 1.040 Cum.Store (acre-feet) 0.000 0.200 0.500 0.920 1.385 1.580 2.620 Outlet Devices 18.0" x 133.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 920.00' S= 0.0113 '/' n= 0.013 Cc= 0.900 18.0" x 30.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 921.50' S= -0.0667 'I' n= 0.013 Cc= 0.900 Primary OutFlow Max=7.30 cfs @ 12.24 hrs HW=923.11' TW=921.90' (Dynamic Tailwater) L1=Culvert (Barrel Controls 7.30 cfs @ 4.8 fps) L2=Culvert (Passes 7.30 cfs of 7.87 cfs potential flow)