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Stormwater Runoff Summary
PI 8t NEE Rengineering MENDOTA HEIGHTS CORPORATE OFFICE 2422 Enterprise Drive Mendota Heights, MN 55120 phone (651) 681-1914 fax (651) 681-9488 CIVIL ENGINEERS LAND PLANNERS LAND SURVEYORS LANDSCAPE ARCHITECTS COON RAPIDS OFFICE 201 85th Avenue N.W. Coon Rapids, MN 55433 phone (763)783-1880 fax (763) 783-1883 LAKESIDE AT BEARP A TH STORMWATERRUN-OFF SUMMARY www.pioneereng.com The site is part of a larger regional plan that contributes run-off to a pond and wetland complex located to the west of the site. This pond was previously designed by BRAA as part of the North Bay development. The Lakeside at Bearpath site was labeled as the apartment site in the study. The area of the site was in the model was 15 acres with a curve number of 78 and a peak run-off rate of 46.4 cfs. There are additional areas that contribute to the North Bay Pond. This includes a portion of North Bay, Lyman Boulevard and the town home development west of North Bay. The total area of this subcatchment is 28 acres; based on the BRAA study. The entire area was a modeled with the following results: POND 1 Existing peak discharge rate Proposed peak discharge rate 46.4 cfs 20.2 cfs EXISTING NORTH BAY POND Existing peak discharge rate Proposed peak discharge rate Existing 100 year HWL Proposed 100 year HWL 89.1 cfs 52.5 cfs .871.0 870.7 WATER QUALITY Run off volume 2.5" storm Pool Volume Pond 1 1.87 Ac ft 2.83 Ac ft 1:\BLSEClProjects MainIProjecls\AughlS (2000 - 2009)\2005 (205000 - 205999)\205207 Lakeside al Bearpalh North 4- existing pond in North Bay A L1w at Bearpath pond 1 Drainage Diagram for Lakeside at Bearpath Prepared by {enter your company name here} 5/19/2006 HydroCAOO 7.10 sIn 001325 @2005 HydroCAD Software Solutions LLC Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sIn 001325 @2005 HydroCAD Software Solutions LLC Type 1/24-hr 2.5 Rainfal/=2.50" Page 2 5/19/2006 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 18: Lakeviewat Bearpath Runoff Area=19.000 ac Runoff Depth=1.18" Tc=15.0 min CN=85 Runoff=28.68 cfs 1.866 af 8ubcatchment 28: North Bay Runoff Area=28.000 ac Runoff Depth=1.18" Tc=20.0 min CN=85 Runoff=36.28 cfs 2.750 af Pond 3P: pond 1 Peak Elev=872.59' Storage=3.862 af Inflow=28.68 cfs 1.866 af 33.0" x 40.0' Culvert Outflow=2.18 cfs 1.224 af Pond 4P: existing pond in North Bay Peak Elev=867.03' Storage=2.345 af Inflow=36.28 cfs 3.974 af Outflow=3.48 cfs 1.649 af Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sIn 001325 @ 2005 HydroCAD Software Solutions LLC Type /I 24-hr 2.5 Rainfal/=2.50" Page 3 5/19/2006 Runoff Subcatchment 1 S: Lakeview at Bearpath = 28.68 cfs @ 12.07 hrs, Volume= 1.866 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2.5 Rainfall=2.50" Area (ac) 19.000 Tc Length (min) (feet) 15.0 Runoff CN Description 85 Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, 15 Subcatchment 2S: North Bay = 36.28 cfs @ 12.13 hrs, Volume= 2.750 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2.5 Rainfall=2.50" Area (ac) 16.000 2.000 10.000 28.000 T c Length (min) (feet) 20.0 Inflow Area = Inflow = Outflow = Primary = CN Description 85 North bay 92 Lyman Blvd 84 town homes west of North Bay 85 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, Pond 3P: pond 1 19.000 ac, Inflow Depth = 1.18" 28.68 cfs @ 12.07 hrs, Volume= 2.18 cfs @ 13.21 hrs, Volume= 2.18 cfs @ 13.21 hrs, Volume= for 2.5 event 1.866 af 1.224 af, Atten= 92%, Lag= 68.0 min 1.224 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0.600 ac Storage= 2.835 af Peak Elev= 872.59' @ 13.21 hrs SurfArea= 0.692 ac Storage= 3.862 af (1.027 af above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= 255.6 min ( 1,098.3 - 842.8 ) Volume #1 Invert 861.00' Avail. Storage Storage Description 6.560 af Custom Stage Data (Prismatic) Listed below (Recalc) Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sin 001325 @ 2005 HydroCAD Software Solutions LLC Type /I 24-hr 2.5 RainfaJ/=2.50" Page 4 5/19/2006 Elevation Surf.Area Inc. Store Cum.Store (feet) (acres) ( acre-feet) (acre-feet) 861.00 0.080 0.000 0.000 862.00 0.140 0.110 0.110 864.00 0.200 0.340 0.450 866.00 0.270 0.470 0.920 868.00 0.350 0.620 1.540 870.00 0.430 0.780 2.320 871.00 0.600 0.515 2.835 876.00 0.890 3.725 6.560 Device Routing #1 Primary Invert Outlet Devices 872.00' 33.0" x 40.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=2.16 cfs @ 13.21 hrs HW=872.59' TW=872.09' (TW follows 0.50' below HW) L1=Culvert (Outlet Controls 2.16 cfs @ 3.5 fps) Inflow Area = Inflow = Outflow = Primary = Pond 4P: existing pond in North Bay 47.000 ac, Inflow Depth> 1.01" 36.28 cfs @ 12.13 hrs, Volume= 3.48 cfs @ 14.78 hrs, Volume= 3.48 cfs @ 14.78 hrs, Volume= for 2.5 event 3.974 af 1.649 af, Atten= 90%, Lag= 158.6 min 1.649 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 867.03' @ 14.78 hrs Surf.Area= 0.692 ac Storage= 2.345 af Plug-Flow detention time= 442.0 min calculated for 1.649 af (41 % of inflow) Center-of-Mass det. time= 246.0 min (1,170.7 - 924.7) Volume #1 Elevation (feet) 860.00 862.00 864.00 866.00 867.00 868.00 870.00 871.00 Device #1 Routing Primary #2 Primary Invert 860.00' Surf.Area (acres) 0.190 0.250 0.330 0.420 0.690 0.750 0.870 0.930 Avail.Storage Storage Description 5.565 af Custom Stage Data (Prismatic) Listed below (Recalc) Inc. Store (acre-feet) 0.000 0.440 0.580 0.750 0.555 0.720 1.620 0.900 Cum. Store (acre-feet) 0.000 0.440 1.020 1.770 2.325 3.045 4.665 5.565 Invert Outlet Devices 863.00' 30.0" x 50.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 862.75' S= 0.0050 'f Cc= 0.900 n= 0.013 870.50' 25.0' long x 4.0' breadth Broad-Crested Rectangular Weir Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sIn 001325 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr 2.5 Rainfal/=2.50" Page 5 5/19/2006 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 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary Outflow Max=4.05 cfs @ 14.78 hrs HW=867.03' lW=867.00' (Fixed lW Elev= 867.00') t1=culvert (Inlet Controls 4.05 cfs @ 0.8 fps) 2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sIn 001325 @ 2005 HydroCAD Software Solutions LLC Type" 24-hr 4.3 Rainfal/=4.30" Page 6 5/19/2006 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1S: Lakeviewat Bearpath Runoff Area=19.000 ac Runoff Depth=2.73" Tc=15.0 min CN=85 Runoff=66.07 cfs 4.319 af Subcatchment 2S: North Bay Runoff Area=28.000 ac Runoff Depth=2.73" Tc=20.0 min CN=85 Runoff=84.24 cfs 6.364 af Pond 3P: pond 1 Peak Elev=874.04' Storage=4.923 af Inflow=66.07 cfs 4.319 af 33.0" x 40.0' Culvert Outflow=14.32 cfs 3.675 af Pond 4P: existing pond in North Bay Peak Elev=868.56' Storage=3.471 at Intlow=93.64 cts 10.039 at Outflow=29.48 cfs 7.714 af Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sIn 001325 @ 2005 HydroCAD Software Solutions LLC Type /I 24-hr 4.3 Rainfa//=4.30" Page 7 5/19/2006 Runoff 5ubcatchment 15: Lakeviewat Bearpath = 66.07 cfs @ 12.07 hrs, Volume= 4.319 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 4.3 Rainfall=4.30" Area (ac) 19.000 T c Length (min) (feet) 15.0 Runoff CN Description 85 Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, 15 5ubcatchment 25: North Bay = 84.24 cfs @ 12.12 hrs, Volume= 6.364 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 4.3 Rainfall=4.30" Area (ac) 16.000 2.000 10.000 28.000 T c Length (min) (feet) 20.0 Inflow Area = Inflow = Outflow = Primary = CN Description 85 North bay 92 Lyman Blvd 84 town homes west of North Bay 85 Weighted Average Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, Pond 3P: pond 1 19.000 ac, Inflow Depth = 2.73" 66.07 cfs @ 12.07 hrs, Volume= 14.32 cfs @ 12.42 hrs, Volume= 14.32 cfs @ 12.42 hrs, Volume= for 4.3 event 4.319 af 3.675 af, Atten= 78%, Lag= 20.9 min 3.675 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0.600 ac Storage= 2.835 af Peak Elev= 874.04' @ 12.42 hrs Surf.Area= 0.776 ac Storage= 4.923 af (2.088 af above start) Plug-Flow detention time= 710.1 min calculated for 0.840 af (19% of inflow) Center-of-Mass del. time= 142.5 min ( 961.3 - 818.8 ) Volume #1 Invert 861.00' Avail. Storage Storage Description 6.560 af Custom Stage Data (Prismatic) Listed below (Recalc) Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sin 001325 @ 2005 HydroCAD Software Solutions LLC Type /I 24-hr 4.3 Rainfal/=4.30" Page 8 5/19/2006 Elevation Surf.Area Inc.Store Cum. Store (feet) (acres) (acre-feet) (acre-feet) 861.00 0.080 0.000 0.000 862.00 0.140 0.110 0.110 864.00 0.200 0.340 0.450 866.00 0.270 0.470 0.920 868.00 0.350 0.620 1.540 870.00 0.430 0.780 2.320 871.00 0.600 0.515 2.835 876.00 0.890 3.725 6.560 Device #1 Routing Primary Invert Outlet Devices 872.00' 33.0" x 40.0'long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=14.31 cfs @ 12.42 hrs HW=874.03' TW=873.53' (TW follows 0.50' below HW) L1=Culvert (Outlet Controls 14.31 cfs @ 4.2 fps) Inflow Area = Inflow = Outflow = Primary = Pond 4P: existing pond in North Bay 47.000 ac, Inflow Depth> 2.56" 93.64 cfs @ 12.14 hrs, Volume= 29.48 cfs @ 12.63 hrs, Volume= 29.48 cfs @ 12.63 hrs, Volume= for 4.3 event 10.039 af 7.714 af, Atten= 69%, Lag= 29.4 min 7.714 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 868.56' @ 12.63 hrs Surf.Area= 0.783 ac Storage= 3.471 af Plug-Flow detention time= 172.6 min calculated for 7.706 af (77% of inflow) Center-of-Mass det. time= 68.0 min ( 941.9 - 873.9 ) Volume #1 Elevation (feet) 860.00 862.00 864.00 866.00 867.00 868.00 870.00 871.00 Device #1 #2 Routing Primary Primary Invert 860.00' Surf.Area (acres) 0.190 0.250 0.330 0.420 0.690 0.750 0.870 0.930 Avail.Storage Storage Description 5.565 af Custom Stage Data (Prismatic) Listed below (Recalc) Inc.Store (acre-feet) 0.000 0.440 0.580 0.750 0.555 0.720 1.620 0.900 Cum. Store (acre-feet) 0.000 0.440 1.020 1.770 2.325 3.045 4.665 5.565 Invert Outlet Devices 863.00' 30.0" x 50.0'long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 862.75' S= 0.0050 'f Cc= 0.900 n= 0.013 870.50' 25.0' long x 4.0' breadth Broad-Crested Rectangular Weir Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sIn 001325 @ 2005 HydroCAD Software Solutions LLC Type /I 24-hr 4.3 Rainfa//=4.30" Page 9 5/19/2006 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 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=29.47 cfs @ 12.63 hrs HW=868.55' TW=867.00' (Fixed TW Elev= 867.00') t1=culvert (Inlet Controls 29.47 cfs @ 6.0 fps) 2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@7.10 sin 001325 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr 6.0 Rainfal/=6.00" Page 1 0 5/19/2006 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind method - Pond routing by Stor-Ind method 5ubcatchment 15: Lakeviewat Bearpath Runoff Area=19.000 ac Runoff Depth=4.30" Tc=15.0 min CN=85 Runoff=102.57 cfs 6.812 af 5ubcatchment 25: North Bay Runoff Area=28.000 ac Runoff Depth=4.30" Tc=20.0 min CN=85 Runoff=131.16 cfs 10.039 af Pond 3P: pond 1 Peak Elev=875.53' Storage=6.146 af Inflow=102.57 cfs 6.812 af 33.0" x 40.0' Culvert Outflow=20.22 cfs 6.168 af Pond 4P: existing pond in North Bay Peak Elev=870.72' Storage=5.310 af Inflow=151.13 cfs 16.207 af Outflow=52.15 cfs 13.882 af Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sin 001325 @ 2005 HydroCAD Software Solutions LLC Type /I 24-hr 6.0 Rainfal/=6.00" Page 11 5/19/2006 Runoff Subcatchment 1 S: Lakeview at Bearpath = 102.57 cfs @ 12.07 hrs, Volume= 6.812 af, Depth= 4.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 6.0 Rainfall=6.00" Area (ac) 19.000 Tc Length (min) (feet) 15.0 Runoff CN Description 85 Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, 15 Subcatchment 2S: North Bay = 131.16 cfs @ 12.12 hrs, Volume= 10.039 af, Depth= 4.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 6.0 Rainfall=6.00" Area (ac) 16.000 2.000 10.000 28.000 T c Length (min) (feet) 20.0 Inflow Area = Inflow = Outflow = Primary = CN Description 85 North bay 92 Lyman Blvd 84 townhomes west of North Bay 85 Weighted Average Slope Velocity Capacity Description (ftIft) (ftIsec) (cfs) Direct Entry, Pond 3P: pond 1 19.000 ac, Inflow Depth = 4.30" 102.57 cfs @ 12.07 hrs, Volume= 20.22 cfs @ 12.15 hrs, Volume= 20.22 cfs @ 12.15 hrs, Volume= for 6.0 event 6.812 af 6.168 af, Atten= 80%, Lag= 5.1 min 6.168 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0.600 ac Storage= 2.835 af Peak Elev= 875.53' @ 12.44 hrs Surf.Area= 0.863 ac Storage= 6.146 af (3.311 af above start) Plug-Flow detention time= 377.8 min calculated for 3.333 af (49% of inflow) Center-of-Mass det. time= 124.6 min ( 930.4 - 805.9 ) Volume #1 Invert 861.00' Avail. Storage Storage Description 6.560 af Custom Stage Data (Prismatic) Listed below (Recalc) Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sIn 001325 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr 6.0 Rainfal/=6.00" Page 12 5/19/2006 Elevation Surf.Area Inc.Store Cum. Store (feet) (acres) ( acre-feet) (acre-feet) 861.00 0.080 0.000 0.000 862.00 0.140 0.110 0.110 864.00 0.200 0.340 0.450 866.00 0.270 0.470 0.920 868.00 0.350 0.620 1.540 870.00 0.430 0.780 2.320 871.00 0.600 0.515 2.835 876.00 0.890 3.725 6.560 Device #1 Routing Primary Invert Outlet Devices 872.00' 33.0" x 40.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900 n= 0.013 Concrete pipe, bends & connections Primary OutFlow Max=20.22 cfs @ 12.15 hrs HW=874.94' TW=874.44' (TW follows 0.50' below HW) L1=Culvert (Inlet Controls 20.22 cfs @ 3.4 fps) Inflow Area = Inflow = Outflow = Primary = Pond 4P: existing pond in North Bay 47.000 ac, Inflow Depth> 4.14" 151.13 cfs @ 12.12 hrs, Volume= 52.15 cfs @ 12.53 hrs, Volume= 52.15 cfs @ 12.53 hrs, Volume= for 6.0 event 16.207 af 13.882 af, Atten= 65%, Lag= 24.1 min 13.882 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 870.72' @ 12.53 hrs Surf.Area= 0.913 ac Storage= 5.310 af Plug-Flow detention time= 133.1 min calculated for 13.868 af (86% of inflow) Center-of-Mass det. time= 60.1 min ( 916.2 - 856.1 ) Volume #1 Elevation (feet) 860.00 862.00 864.00 866.00 867.00 868.00 870.00 871.00 Device #1 #2 Invert 860.00' Surf.Area (acres) 0.190 0.250 0.330 0.420 0.690 0.750 0.870 0.930 Routing Primary Primary Avail.Storage Storage Description 5.565 af Custom Stage Data (Prismatic) Listed below (Recalc) Inc.Store (acre-feet) 0.000 0.440 0.580 0.750 0.555 0.720 1.620 0.900 Cum.Store (acre-feet) 0.000 0.440 1.020 1.770 2.325 3.045 4.665 5.565 Invert Outlet Devices 863.00' 30.0" x 50.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 862.75' S= 0.0050 'f Cc= 0.900 n= 0.013 870.50' 25.0' long x 4.0' breadth Broad-Crested Rectangular Weir Lakeside at Bearpath Prepared by {enter your company name here} HydroCAD@ 7.10 sIn 001325 @ 2005 HydroCAD Software Solutions LLC Type /I 24-hr 6.0 Rainfal/=6.00" Page 13 5/19/2006 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 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=51.83 cfs @ 12.53 hrs HW=870.72' TW=867.00' (Fixed TW Elev= 867.00') t1=culvert (Inlet Controls 45.59 cfs @ 9.3 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 6.24 cfs @ 1.1 fps) Data for North Bay devel~nt (by lake Riley north) ~ p~epared by Bonestroo Ros~ Anderlik & Associates. Inc. .HvdroCAD 4.00 000429 (c) 1986-1995 Applied MicrocomPuter Systems Page 1 7 Feb 96 o o j 0 ~~@ ~ North Bay develoA=t (by lake Riley north) . TYPE II 24-HOUR ~NFALL. 6.0 IN . Prepared by Bonestroo Rosene Anderlik & Associates, Inc. HvdroCAD 4.00 000429 Ccl 1986-1995 Aoolied Microcomouter Systems Page 1 7 Feb 96 StJBCATCHMENT 1 Proposed townhame project PEAK= 45.6 CFS @ 12.09 ERS, VOLUME= 3.50 AF ACRES 10.00 CN 94 High dQngity SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6.0 IN SPAN= 5-25 HRS. dt=.07 HRS Method DIRECT ENTRY Comment Segment ID: Tc (minl 20.0 SUB CATCHMENT 1 RUNOFF Propo5ed townhome project .. .. J5 ~ JIl ., ... U 25 ~ :3 28 0 -I 15 "- I. e~ ARE~ 1& AC Te: 20 "IN CN= .. SCS TR-2e METHIJD TYPE I I 24-HOUR RAUrE'AlL= 6.1ilI IN PEAI(= .1115_6 CF"S . 12.99 HRS UOLlJJ'tE= J.5B tIF :: ~ ~ ::: ~ N .., N !l TIME (hour..) Data for North Bay develotAnt (by lake Riley north) . TYPE II 24-HOUR ~ALL. 6.0 :m by Bonestroo Rosene Anderlik & Associates, Inc. 4.00 000429 leI 1986-1995 ADDlied Microcomouter Page 2 'Prepared HvdroCAD 7 Feb 96 Systems SUBCATCHMEN'l' 2 Lyman Blvd. PEAK= 13.2 CFS @ 12.00 HRS, VOLUME= .84 AF ACRES 2.00 CN 92 Road ~ right-of-way ses TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6.0 IN SPAN= 5-25 HRS, dt=.07 HRS Method DIRECT ENTRY Comment Segment 10: Tc Iminl 12.0 SUBCATCHMENT 2 RUNOFF Lyman Blvd. !] " 11 I. ~ . oil . ... U 7 ~ :3 . 0 . ...J "- I .~ AREA=: 2 At Tc:= 12 "IN eN: 92 SC5 TR-28 HETHOO TYPE II 24-H0l.R RAlhFALL= 6.1 IN PEAK= 13.2 as e 12 HRS UDlUHE= .84 r#" :: ~ !! ~ !!: N ~ N ~ N TIME (hour",) Data for ,prepared HvdroCAD North Baydeve10IAnt (by lake Riley north) . TYPE II 24-HOUR ~NFALL~ 6.0 IN by Bonestroo Rosene Anderlik & Associates, Inc. 4 00 000429 Icl 1986-1995 Applied MicrocomPuter Page 3 7 Feb 96 Systems SUBCATcmIENT 3 Rott1und Project PEAK= 69.5 CFS @ 12.09 HRS, VOLUME = 5.36 AF ACRES 14.60 CN 86 High dendity + drain tile system ses TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6. 0 IN SPAN= 5-25 HRS, dt=.07 HRS Method DIRECT ENTRY Comment Segment ID: Tc {minl 20.0 SUB CATCHMENT 3 RUNOFF Rottlund Project .5 .. .. 50 " .. ... .. ~ 35 :3 30 a 25 ...J "- 20 15 ,. 5 .~ AREA: 1".6 AC Tc= 29 "IN eN=: 86 SCS TR-2B tffTHDD TYPE I I 24-HCltR RAlhFALL= 6 B IN PEAK: 69.5 CFS e lZ.09 HRS UOLUI1E= '.36 PF = ::! !! ~ ! ;;; ~ N !l TIME (hour..) for North Bay develotA:>t (by lake Riley north) .- TYPE II 24-ROUR RWN'FALL- 6.0 IN by Bonestroo Rosene Anderlik & Associates, Inc. 4.00 000429 leI 1986-1995 Aoolied Microcomouter Page 4 7 Feb 96 Prepared HvdroCAD Systems SUBCATCBMENT 4 Apartment site PEAK= 46.4 CFS @ 12. 21 HRS, VOLUME= 4.47 AF . ACRES CN 15.00 78 High density + minor ponding SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6. 0 IN SPAN= 5-25 HRS, dt=.07 HRS Method DIRECT ENTRY Comment Segment 10: Tc lminl 30.0 SUBCATCHMENT 4 RUNOFF Apartment ..ite .s .. 35 ~ JO ~ ... U 25 :3 29 0 -' 15 "- ,. .~ AREA: 15 AC TIC= 3B "IN eN: 78 SC5 TR-29 P1ETHOO TYPE I J Z4-HCll.R RAINfALL= 6.e IN PEM:= <46.4 CFS e 12.ll HRS VOLlt1E= 4.47 PE = ~ ~ ~ ~ ;;; ~ N ~ N TIME (hour..) Page 5 . Data tor North Bay devel~t (by lake Riley north) . .' . TYPE II 24-BOUR Rl!m'ALL= 6.0 IN Prepared by Bonestroo Rosene Anderlik & Associates, Inc. HvdroCAD 4.00 000429 (c) 1986-1995 Aoolied Microcomouter Svstems 7 Feb 96 POND 21 Pond east of DNR wetland Qin = ~FS @ 12.10 HRS, VOLUME= 14.17 AF Qout= 8 CFS @ 12.35 HRS, VOLUME= 14.16 AF, ATTEN- 45%, LAG= 15.3 MIN Qpri= .4 FS @ 12.35 HRS, VOLUME= 13.55 AF Qsee= 28.7 CFS @ 12.35 HRS, VOLUME = .61 AF ELEVATION (FT) 863.0 867.0 868.0 870.0 871.0 CUM.STOR (AF) 0.00 .01 .69 2.29 3.19 STOR.-INn MtlTROn p~ STORAGE - ~~FT PEAK ELEVATION- ~. FLOOD ELEVATION= START ELEVATION= 863.0 FT SPAN= 5-25 HRS, dt=.07 HRS 2 ROUTE INVERT 1 P 863.0' 870.5' S Ke=.45 Cc=.9 Cd=.62 TW=866.7' primary Discharge L-l=CUlvert Secondary Discharge L-2=Broad-Crested Rectangular Weir FEET 863.0 864.0 865.0 866.0 867.0 868.0 869.0 870.0 871.0 FEET 863.0 864.0 865.0 866.0 867.0 868.0 869.0 870.0 871. 0 POND 21 TOTAL DISCHARGE (eFS) vs ELEVATION 0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.18 12.98 15.90 18.36 20.52 22.48 24.28 25.96 27.53 29.02 30.44 31. 79 33.09 34.34 35.55 36.71 37.84 38.94 40.01 41. 04 42.06 43.05 44.02 44.96 45.89 46.80 47.69 48.56 49.42 50.27 51.10 51. 92 52.72 53.52 54.30 55.07 55.83 56.58 59.69 64.75 71.09 78.45 86.70 POND 21 PRIMARY DISCHARGE (CFS) vs ELEVATION 0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.18 12.98 15.90 18.36 20.52 22.48 24.28 25.96 27.53 29.02 30.44 31. 79 33.09 34.34 35.55 36.71 37.84 38.94 40.01 41.04 42.06 43.05 44.02 44.96 45.89 46.80 47.69 48.56 49.42 50.27 51.10 51. 92 52.72 53.52 54.30 55.07 55.83 56.58 57.32 58.05 58.77 59.48 60.18 Da,ta tor North Bay develoPA>-t (by lake Riley north) . TYPE I:I 24-HOUR ~ALL= 6.0 :m prepared by Bonestroo Rosene Anderlik & Associates, Inc. HvdroCAD 4.00 000429 (cl 1986-1995 Applied Microcomputer Systems Page 6 7 Feb 96 POND 21 SECONDARY DISCHARGE (eFS) VB ELEVATION FEET 0.0 .1 .2 .3 .4 .5 .6 .7 .8 . 9 863.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 864.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 865.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 866.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 867.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 868.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 869.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 870.0 0.00 0.00 0.00 0.00 0.00 0.00 2.37 6.71 12.32 18.97 871.0 26.52 POND 21 DISCHARGE Pond eo~t of DNR wetland :~.: -:._~.:-:..:--:-~~~ . ~'_Bf!DAP_~~TE.9~~~~i!t-';:1. SN.B ' 8695 " ~ 869.8 c..- 868.5 \.J 868.8 Z 867.5 8867.8 ------ I- ... 5 <I 856.8 ~ 865.5 ...J8GS.S W 864t.5 8&4.8 863,5 663.81S1 .n meR: fJ ~ ~ t ~ ~ :g S :g39'~ C ~UE i ~ DISCHARGE (c:f~) POND 21 INFLOW & OUTFLOW Pond eo~t of ONR wetland '68 15. ". ". '2ll ,... 118 c:!. IBe U go .. 7. 6B 5. .. 3Il 2ll I. ." STQR- IHO "ETHOD PEl*: STDR;: ,]. 22 p; PEAK ELEU: 871 FT Gin: 163.3 CFS Qout.:: 89. 1 crs C\pr'i= 68.4 CF!i Q68C= 28.7 CFS lAG~ 15.3 "IN ::3 o --' u.. I " . 1\ I \ I \ , ~ \ .: I '\ = ::! ~ ~ ~ N ~ N Ie TIME (hour"~) D<l;ta for North Bay develo* (by lake Riley north) . Page 7 . . TYPE II 24-HOUR ALLa 6.0 :rn Prepared by Bonestroo Rosene Anderlik & Associates. Inc. 7 Feb 96 HvdroCAD 4 00 000429 Ccl 19B6-1995 Aoolied MicrocomDuter Systems POND 21 INFLOW PEAK- 163.3 CFS @ 12.10 HOURS HOUR 0.00 ,07 .14 .21 .28 .35 .42 49 .56 .63 5.00 .1 .1 .1 .1 .2 .2 .2 .2 .2 .3 5.70 .3 .3 .3 .4 .4 .4 .4 .4 .5 .5 6.40 .5 .5 .6 .6 .6 .6 .7 .7 .7 .7 7.10 .8 . B .8 .9 .9 .9 1.0 1.0 1.1 1.1 7.BO 1.1 1.2 1.2 1.3 1.3 1.3 1.4 1.5 1.5 1.6 8.50 1.7 loB 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 9.20 2.6 2.7 2.8 2.B 2.9 3.0 3.0 3.1 3.2 3.3 9.90 3.5 3.6 3.B 3.9 4.1 4.3 4.6 4.B 5.1 5.3 10.60 5.6 5.9 6.2 6.6 7.0 7.5 7.9 8.4 9.0 9.7 11.30 10.5 11.4 12.4 13.5 15.2 19.1 27.5 41.7 63.8 97.2 12.00 136.5 161.1 15B.3 136.0 10B.8 86.0 6B.3 54.B 44.9 37.4 12.70 31.7 27.4 24.2 21.7 19.8 1B.2 17.0 15.9 15.0 14.3 13.40 13.6 13.0 12.5 12.0 11.5 11.1 10.7 10.4 10.0 9.7 14.10 9.4 9.1 B.B B.6 B.4 8.3 B.1 B.O 7.9 7.B 14.80 7.6 7.5 7.4 7.3 7.2 7.1 7.0 6.9 6.B 6.7 15.50 6.5 6.4 6.3 6.2 6.1 6.0 5.9 5.B 5.7 5.6 16.20 5.5 5.4 5.3 5.3 5.2 5.1 5.1 5.1 5.0 5.0 16.90 4.9 4.9 4.9 4.8 4.B 4.7 4.7 4.7 4.6 4.6 17.60 4.5 4.5 4.5 4.4 4.4 4.3 4.3 4.3 4.2 4.2 1B.30 4.2 4.1 4.1 4.0 4.0 4.0 3.9 3.9 3.8 3.B 19.00 3.B 3.7 3.7 3.6 3.6 3.6 3.5 3.5 3.4 3.4 19.70 3.4 3.3 3.3 3.2 3.2 3.2 3.1 3.1 3.1 3.0 20.40 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.9 2.9 2.9 21.10 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.8 21. 80 2.8 2.8 2.B 2.8 2.B 2.B 2.8 2.8 2.B 2.8 22.50 2.B 2.B 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7 23.20 2.7 2.7 2.7 2.7 2.7 2.6 2.6 2.6 2.6 2.6 23.90 2.6 2.6 2.6 2.4 2.0 1.5 1.1 .7 .5 .3 24.60 .2 .1 .1 .1 0.0 0.0 0.0 Data "for North Bay devel~t (by lake Riley north) . TYPE II 24-HOUR RWN'FALL= 4.8 IN by Bonestroo Rosene Anderlik & Associates. Inc. 4.00 000429 Ccl 1986-1995 Applied Microcomouter Page 1 Prepared HvdroCAD 7 Feb 96 Systems SUBCATCHMENT 1 Proposed townhome project PEAK= 33.9 CFS @ 12.09 HRS, VOLUME= 2.57 AF ACRES 10.00 CN 84 High density SCS TR-20 METHOD TYPE II 24 - HOUR RAINFALL= 4. 8 IN SPAN_ 5-25 HRS, dt-.07 HRS ENTRY Comment Segment ID: TO lminl 20.0 SUBCATCHMENT 1 RUNOFF Propo~ed townhome project ~ .. ... u ~ 34 3Z 3B 28 2. .. 22 28 I. I. I. 12 I. . . . 2 .~ ~REA: 18 AC Tc: 28 "IN CH= e. 5C5 TR-29 tt:Ttm TYPE I I 24-HDlR RAI'*"ALL= 4.8 IN PEAK= 33. iii CF"S e 12.89 HRS UCl..I.J"IE= 2.57 W :3 o -.l "- = ::: ~ N ~ N ~ N TIME (hour~) D'!-ta :for Prepared HvdroCAD North Bay develo~t (by lake Riley north) . TYPE II 24-HOUR RJ!NFALL- 4.8 IN by Bonestroo Rosene Anderlik & Associates, Inc. 4 00 000429 (c) 1986-1995 Applied Microcomputer Page 2 7 Feb 96 Systems SUBCATCHMENT 2 Lyman Blvd. PEAK- 10.3 CFS @ 12.00 HRS, VOLUME= .65 AF ACRES 2.00 CN 92 Road + right-of-way SCS TR-20 METHOD TYPE II 24 - HOUR RAINFALL= 4. 8 IN SPAN= 5-25 HRS, dt=.07 HRS Method DJ:RECT ENTRY Comment Segment J:D: Tc (minl 12.0 SUBCATCHMENT 2 RUNOFF L~mon Blvd. 00 AREA: Z At Te= 12 ,.UN CN= 92 SCS TR-29 I1ETtOJ TYPE I I 24-HCIlR RAINFALL= 4.l5 IN PEAK= Ii'- 3 CFS e 12 I"ftS lQ...L/P'E= .6' PF ~ ... U ~ :3 o ...J "- On = ~ !! :: ~ N ~ N IC TIME Chou.....) ..repared HvdroCAD North Bay develoPA.t (by lake Riley north) . TYPE II 24-HOUR Rl!NFALLa 4.8 IN by Bonestroo Rosene Anderlik & Associates, Inc. 4.00 000429 Ie) 1986-1995 Annlied Microcomnuter Page 3 D<!ta ~or 7 Feb 96 Systems StmCATCBMENT 3 Rottlund Project PEAK- 52.2 CFS @ 12.09 HRS, VOLUME= 3.99 AF ACRES 14.60 CN 86 High dendity + drain tile system SCS TR-20 METHOD TYPE II 21-HOUR RAINFALL= 4. 8 IN SPAN- 5-25 HRS, dt-.07 HRS Method DIRECT ENTRY Comment Segment IDs Tc Iminl 20.0 SUBCATCHMENT 3 RUNOFF Rottlund Project sa .. .. ~ 35 ~ ... JIl ~ 25 3 0 2lI ...J "- I' I. .n AREA: 14.f! Fe Tc= 28 "IN CH: 86 5C5 TR-2I!I NETHOD TYPE I I 24HOJR RAINFALL: ... B IN PEAK= 52.2 as e 12.89 HRS UOlI.I'E= 3.99 AF ~ : ~ N ~ .. ~ .. TIME (hour",) D~ta.for Prepared HvdroCAD North Bay develo.,A,t (by lake Riley north) . TYPE II 24-HOUR Rl!NFALL= 4.8 IN by Bonestroo Rosene Anderlik & Associates, Inc. 4.00 000429 (cl 1986-1995 Aoolied Microcomouter Page 4 7 Feb 96 Systems SUBCATCBMENT 4 Apartment site PEAK= 32.9 CFS @ 12.21 HRS, VOLUME = 3.18 AF ACRES 15.00 CN 78 High density + minor ponding SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 4.8 IN SPAN= 5-25 HRS, dt=.07 HRS Method DIRECT ENTRY Comment Segment ID: Tc {minl 30.0 SUBCATCHMENT 4 RUNOFF Apartment ~it.e " ... U 32 3B 2S 2. .. 22 2S I. I. ,. Il ,. . . . 2 .~ AREA: 15 AC Tc:= JB "IN CN: 78 SCS TR.2B t'lETtIJD T'l'PE II Z4-HOI.R RAIN'"ALL= ... B IN PEAK: 32.9 CFS e 12.21 ttRS U(LlItE= 3.18 PI' :3 o ...J lL. :: ~ ~ ~ N N TIME (hour..) Page 5 .. Da,ta for North Bay developrAt (by lake Riley north) . . ' TYPE II 24-HOUR R!W'FALL- 4.8 IN prepared by Bonestroo Rosene Anderlik & Associates, Inc. HvdroCAD 4 00 000429 Ie) 1986-1995 Aoolied Microcomouter systems 7 Feb 96 Qin - l~FS @ Qout= . FS @ Qpri= .7 FS @ Qsec= . CFS @ ELEVATION (FT) 863.0 867.0 868.0 870.0 871.0 iI ROUTE 1 P 2 S Pond east of DNR wetland 12.10 12.41 12.41 0.00 HRS, HRS, HRS, HRS, VOLUME= VOLUME- VOLUME= VOLUME= 10.39 10.38 10.38 0.00 AF AF, AF AF ATTEN- 56%, LAG- 18.9 MIN CUM.STOR (AF) 0.00 .01 .69 2.29 3.19 STOR-IND METHOD PEAK STORAGE - ~AF PEAK ELEVATION- FT FLOOD ELEVATION- . FT . START ELEVATION= . FT SPAN= 5-25 HRS, dt=.07 HRS INVERT OUTLET DEVICES 863.0' 30. CULVERT n=.012 L=50' s=.005'/' Ke=.45 Cc=.9 870 . 5 ' 25 I BROAD-CRESTED RECTANGULAR WE:IR Q=C L H-1.5 C=3, 3, 3, 3, 3, 0, 0, 0 Cd=.62 TW_866.7' primary Discharge L-1=culvert Secondary Discharge L-2=Broad-Crested Rectangular Weir FEET 863.0 864.0 865.0 866.0 867.0 868.0 869.0 870.0 871. 0 FEET 863.0 864.0 865.0 866.0 867.0 868.0 869.0 870.0 871. 0 POND 21 TOTAL DISCHARGE (CFS) vs ELEVATION 0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.18 12.98 15.90 18.36 20.52 22.48 24.28 25.96 27.53 29.02 30.44 31. 79 33.09 34.34 35.55 36.71 37.84 38.94 40.01 41. 04 42.06 43.05 44.02 44.96 45.89 46.80 47.69 48.56 49.42 50.27 51.10 51. 92 52.72 53.52 54.30 55.07 55.83 56.58 59.69 64.75 71. 09 78.45 86.70 POND 21 PRIMARY DISCHARGE (CFS) vs ELEVATION 0.0 .1 .2 .3 .4 .5 6 .7 .8 .9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.18 12.98 15.90 18.36 20.52 22.48 24.28 25.96 27.53 29.02 30.44 31.79 33.09 34.34 35.55 36.71 37.84 38.94 40.01 41. 04 42.06 43.05 44.02 44.96 45.89 46.80 47.69 48.56 49.42 50.27 51.10 51. 92 52.72 53.52 54.30 55.07 55.83 56.58 57.32 58.05 58.77 59.48 60.18 . D~ta ,l:or North Bay develot>A.t (by lake Riley north) . . TYPE II 24-HOUR Rl!NFALL- 4.8 IN Prepared by Bonestroo Rosene Anderlik & Associates. Inc. HvdroCAD 4.00 000429 (c) 1986-1995 Aoolied Microcomouter Svstems Page 6 7 Feb 96 POND 21 SECONDARY DISCHARGE (CFS) vs ELEVATION FEET 0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9 863.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 864.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 865.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 866.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 867.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 868.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 869.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 870.0 0.00 0.00 0.00 0.00 0.00 0.00 2.37 6.71 12.32 18.97 871. 0 26.52 POND 21 DISCHARGE Pond ea5t of DNR wetland :~~:: ~_#:-.:____#._~c B7Il.. 869.5 ~ 869.8 ~ 868.5 '-' 868.8 Z E167.5 0867.8 ~B665- <I 866_8 G:J 865.5 -l865.9 IJJ 8&4.5 864.8 863.5 863.Bm P':' \0\ _ ~'#~~-~RE~T~i~~~~~-lI1:-C , ~~ -~- ~ ~ ~ :c ~ :q ~ ~ ~ m 38" eVERY 1'";' :! :2 ~ ~ Il H:: DISCHARGE (cf..) PDND 21 INFLDW & OUTFLOW Pand ea5t af DNR wetland .2B II. ... 9. ~ .. ~ ... 7. U ~ .. :3 5. 0 .J .. "- 3B 2B ,. .", 5TOR-tNO METHOD PEAK STaR: 2.2'9 ~ PEAK ELEV: 878 FT ai~ 129_5 CFS Qout.= 52,7 as DP'""= 52.7 as o-c= 8,B CFS lAG: 18.9 "IN ~ ~ N ~ N ~ TIME (hour..) .. Da,ta ):.or North Bay deve10pAt (by lake Riley north) . . TYPE II 24-HOUR RA~ALL. 4.8 IN prepared by Bonestroo Rosene Anderlik & Associates, Inc. HvdroCAD 4.00 000429 Icl 1986-1995 Aoolied Microcomouter Systems HOUR 5.00 5.70 6.40 7.10 7.80 8.50 9.20 9.90 10.60 11.30 12.00 12.70 13.40 14.10 14.80 15.50 16.20 16.90 17.60 18.30 19.00 19.70 20.40 21.10 21. BO 22.50 23.20 23.90 24.60 POND 21 INFLOW PEAK- 120.5 CFS @ 12.10 HOURS 0.00 0.0 .1 .2 .4 .6 .9 1.5 2.1 3.6 7.0 100.2 23.8 10.4 7.2 5.9 5.0 4.2 3.8 3.5 3.2 2.9 2.6 2.3 2.3 2.2 2.1 2.1 2.0 .2 .07 0.0 .1 .2 .4 .6 .9 1.5 2.2 3.8 7.6 118.8 20.6 9.9 7.0 5.8 4.9 4.1 3.8 3.5 3.2 2.9 2.6 2.3 2.2 2.2 2.1 2.1 2.0 .1 .14 0.0 .1 .2 .4 .6 1.0 1.6 2.3 4.0 8.4 117.0 18.2 9.5 6.8 5.7 4.9 4.1 3.7 3.4 3.1 2.8 2.5 2.3 2.2 2.2 2.1 2.1 2.0 .1 .21 0.0 .1 .2 .4 .6 1.0 1.6 2.4 4.3 9.2 100.5 16.4 9.1 6.6 5.6 4.8 4.0 3.7 3.4 3.1 2.8 2.5 2.3 2.2 2.2 2.1 2.1 1.8 .1 .28 0.0 .1 .3 .4 .6 1.1 1.7 2.5 4.6 10.4 80.4 15.0 8.8 6.5 5.5 4.7 4.0 3.7 3.4 3.1 2.8 2.5 2.3 2.2 2.2 2.1 2.1 1.5 0.0 .35 0.0 .1 .3 .5 .7 1.1 1.7 2.7 4.9 13.2 63.6 13.8 8.5 6.3 5.4 4.6 4.0 3.7 3.4 3.0 2.7 2.4 2.3 2.2 2.2 2.1 2.0 1.2 0.0 .42 0.0 .1 .3 .5 .7 1.2 1.8 2.8 5.2 19.2 50.7 12.9 8.2 6.2 5.4 4.5 3.9 3.6 3.3 3.0 2.7 2.4 2.3 2.2 2.2 2.1 2.0 .8 0.0 .49 0.0 .1 .3 .5 .7 1.3 1.8 3.0 5.5 29.5 40.8 12.1 7.9 6.1 5.3 4.4 3.9 3.6 3.3 3.0 2.7 2.4 2.3 2.2 2.2 2.1 2.0 .6 .56 .1 .2 .3 .5 .8 1.3 1.9 3.2 5.9 45.7 33.5 11.4 7.7 6.0 5.2 4.4 3.9 3.6 3.3 3.0 2.7 2.4 2.3 2.2 2.1 2.1 2.0 .4 Page 7 7 Feb 96 .63 .1 .2 .3 .5 .8 1.4 2.0 3.4 6.4 70.6 28.0 10.9 7.4 5.9 5.1 4.3 3.8 3.5 3.2 2.9 2.6 2.3 2.3 2.2 2.1 2.1 2.0 .2 . - . . . I PONONET 2.0 Detention Pond Network Perfonnance Analysis W. Walker October 1966 Press Al T -G for Graphs TITlE-> PONDNET TEST CASE INPUT VARIABLES.... UNITS case labels NURP Pond A Pond B Pond C watershed area acres 100 41.6.. 6.3 0 runoff coeffICient 02 0.55 0.9 0 pond surface area acres 1 0.66 0.1625 0.1625 pond mean depth feet 4.86 7 7 upstream pond p load Ibs/yr 0 0 0 16.686 upstream pond outflow ae-llIyr 0 0 0 24.9 OUTPUT VARIABLES........ outflow p load Ibs/yr 43.6463 45.6512 16.666 6.9063 outflow volume ac-1tIyr 66.6667 762667 24.9 24.9 outflow p cone ppb 240.673 221.191 246.55 131.596 pond removal % 62.9445 55.7642 62.0713 46.6242 total removal % 62.9426 55.7619 62.0693 79.7542 ASSUMED EXPORT FACTORS............. period length yrs 0.5 0.5 0.5 0.5 period precipitation inches 20 20 20 20 runoff total p ppb 650 500 650 650 runoff or1ho pllotal p 0.3 0.3 0.3 0.3 relative decay ra1e 1 1 1 1 unn runoff inlyr 8 22 36 0 unn export Ibslac-y 1.17786 2.49163 5.30036 0 POND WATER BUDGETS...................... runoff ac-1tIyr 66.6667 76.2667 24.9 0 upstream pond ac-1tIyr 0 0 0 24.9 total inflow ae-1tIyr 66.6667 76.2667 24.9 24.9 outflow ac-1tIyr 66.6667 76.2667 24.9 24.9 POND PHOSPHORUS BUDGETS................... runoff Ibslyr 117.766 103.652 43.9932 0 upstream pond Ibslyr 0 0 0 16.686 lotal inflow Ibslyr 117.786 103.652 43.9932 16.686 net sedimentation lbslyr 74.14 57.6007 27.3071 7.77973 outflow Ibslyr 43.6463 45.8512 16.686 8.9063 HYDRAULIC PARAMETERS............ pond volume acre-It 4.16667 v1awmo pond 'yp1ume acre-It 4.16667 relative volume inches 2.5 residence time years 0.0625 residence time days 22.6125 overflow rate IlIyr 66.6667 Inflow phos conc ppb 650.034 outflow phos cone ppb 240.873 P reaction rate 4.58409 1-rp 0.37055 32076' 1.1375 4.76667 1.55625 1.66231 1.82731 0.04206 0.04568 15.3511 16.6742 115.556 153231 500.026 650.034 221.191 246.55 2.84976 4.31475 0.44236 0.37929 1.1375 o ERR 0.04568 16.6742 153.231 246.55 131.596 1.63653 0.53376 DRAWING NUMBER DRAWING NUMBER DRAWING NUMBER DRAWING NUMBER 11 95-20 PlAN HOUI COR"OAATJQN . ~. 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