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Stormwater Drainage Design SummarySTORMWATER DRAINAGE DESIGN SUMMARY Prepared for RON CLARK CONSTRUCTION & DESIGN 7500 WEST 78 STREET EDINA, MINNESOTA 55439 For LAKESIDE 7 TH ADDITION In CHANHASSEN, MINNESOTA CITY OF CHANHASSEN RECEIVED AUG 0 3 2012 CHANHASSEN PLANNING DEPT I herby certify that this Specification, plan, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Paul J. Cheme MN. Reg. No. 19860 Date: TABLE OF CONTENTS 1) INTRODUCTION 2) STORMWATER SUMMARY 4 APPENDIX: A. HYDROCAD MODELS 2YR, 1OYR, 100YR WITH EXISTING AND PROPOSED MAPS INTRODUCTION This document presents a storm water drainage plan for development of Lakeside 7th Addition in Chanhassen, Minnesota. The original Lakeside development was approximately 25 acres with 62 units of multiple housing along with 3 multiple level condo building with the number of units yet to be determined. The project owner and developer was Sienna Development. The proposed Lakeside 7 Development consists of approximately 4 acres. The site layout is revising the original plan of a multiple level condo building to multifamily units consisting of 17 dwellings. The project developer and builder is Ron Clark Construction and Design. The following are outlined in this storm water drainage plan: Storm water summary Original Proposed HydroCAD models w/ drainage area map New Proposed HydroCAD models w/ drainage area map The conclusions from the HydroCAD analysis shows that the changes to the drainage area to Pond lwill not adversely affect Pond 1 and the pond at North Bay. The discharge rates and volumes, for the 2 -yr, 10 -yr, and 100 -yr storm events, remained the same compared to the original Lakeside storm water drainage plan. The adjacent low point by State Highway 212 north of Bear Path's property will not receive any additional water from Lakeside 7 Addition post construction vs. original Lakeside storm water drainage. The ponding design calculated for the highway project will still be able to handle the applicable storm events. The existing wetland at the northwest portion of the property receives additional runoff compared to the original Lakeside storm water drainage plan. This is partially mitigated by the addition of two raingardens that will slow discharge into the wetland and well as pretreat/filter runoff. With these improvements the 100 -yr HWL for the wetland will increase 0.05 -ft from 905.15 to 905.20. 2 STORM WATER SUMMARY The following is a summary of discharge rates to the existing pond in North Bay. 2 Yr. (2.75") 10 Yr. (4.2") 100 Yr. (6.0") Original Proposed Runoff = 22.03 cfs Runoff = 28.60 cfs Runoff = 28.60 cfs Area = 21.41 Ac. New Proposed Runoff = 22.03 cfs Runoff = 28.60 cfs Runoff = 28.60 cfs Area = 21.41 Ac. The following is a summary of discharge rates to the existing pond on the Bear. Path Property. Original Proposed Area = 2.20 Ac. New Proposed Area= 1.87 Ac. 2 Yr. (2.75") Runoff = 2.93 cfs Runoff = 2.65 cfs 10 Yr. (6.0" ) Runoff = 6.56 cfs Runoff = 5.79 cfs 100 Yr. (6.0") Runoff =11.53 cfs Runoff =10.05 cfs The following is. a summary of discharge rates to, the existing wetland to the Northwest. 2 Yr. (2.75") Original Proposed Runoff = 6.16 cfs Area = 4.08 Ac. New Proposed Runoff = 6.81 cfs Area = 4.42 Ac. Pond Data Pond EX. HWL NWL 2 Year HWL 1 877.25 871.0 874.17 2 881.68 879.0 880.12 N. Bay 871.11 867.0 868.59 Ex. Wet. 905.15 904.80 Landscape Channel Depth 0.8' 10 Yr. (6.0") 100 Yr. (6.0 ") Runoff =13.16 cfs Runoff = 22.54 cfs Runoff =14.17 cfs Runoff = 23.96 cfs 10 Year HWL 875.74 880:73 870.13 905.05 1.24' 100 Year HWL 877.25 881.68 871.11 905.20 1.62' *Note: 2 year high water levels were set from the 2 year, 2.75" rainfall event. 10 year high water levels were set from the 10 year, 4.2" rainfall event. 100 year high water levels were set from the 100 year, 6.0" rainfall event. See HydroCAD models for rate control analysis. APPENDIX A HYDROCAD MODELS 2YR, 10YR, 100YR WITH EXISTING AND PROPOSED MAPS ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ • ■ ■ ■ ■ ■ ■ ■ ■ • ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ „ ppp I ✓ �^ x fir• *ri■i:�., 3<; ■ w ■ ■ ■ ■ ■ L O N ■■■ Vp 6P a- 6S Ex. Wetland Ex. Wetland 2S North Bay ';7 4P NEW NE' NE POND NEW / 3O I 2P' existing pond in North Bay POND 1 POND 2 Subcaf' Reach on LLCIk 112053 -EXT -HYDRO Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (su bcatchment-n umbers) 10.540 74 >75% Grass cover, Good, HSG C (1S, NEW, NEW NE) 1.531 74 Lakeside (6S) 2.249 79 Offsite Drainage (6S) 10.000 84 townhomes west of North Bay (2S) 13.000 85 North bay (2S) 2.000 92 Lyman Blvd (2S) 0.304 98 Lakeside (6S) 13.070 98 Paved parking & roofs (1S, NEW, NEW NE) 52.693 86 TOTAL AREA 112053 -EXT -HYDRO Type lI 24 -hr 2.75 Rainfall= 2.75" Prepared by {enter your company name here) Printed 8/3/2012 HydroCADO 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 3 Time span =0.00 -72.00 hrs, dt =0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind method - Pond routing by Stor -Ind method Subcatchment1S: LANDSCAPE RunoffArea =4.260 ac 46.95% Impervious Runoff Depth= 1.38" Tc =25.0 min CN =85 Runoff =5.68 cfs 0.490 of Subcatchment2S: North Bay Runoff Area = 25.000 ac 0.00% Impervious Runoff Depth= 1.38" Tc =20.0 min CN =85 Runoff =38.07 cfs 2.876 of Subcatchment6S: Ex. Wetland Runoff Area = 177.875 sf 7.44% Impervious Runoff Depth= 1.01" Tc =10.0 min CN =79 Runoff =6.16 cfs 0.343 of SubcatchmentNEW: LAKEVIEW RunoffArea= 17.150 ac 62.97% Impervious Runoff Depth= 1.68" Tc =15.0 min CN =89 Runoff =36.74 cfs 2.394 of SubcatchmentNEW NE: NE POND NEW RunoffArea =2.200 ac 12.27% Impervious Runoff Depth = 0.90" Tc =10.0 min CN =77 Runoff =2.93 cfs 0.165 of Reach 1 R: LANSCAPE POND Avg. Flow Depth =0.94' Max Vet =0.73 fps Inflow =6.68 cfs 6.445 of n =0.300 L= 640.0' S=0.0375'/' Capacity =39.31 cfs Outflow =5.38 cfs 6.409 of Pond 2P: POND 2 Peak EIev= 880.12' Storage =5,803 of Inflow =5.48 cfs 7.005 of 18.0" Round Culvert n =0.013 L =35.0' S=0.0429'/' Outflow =5.07 cfs 6.981 of Pond 3P: POND 1 Peak EIev= 874.17' Storage =2.928 of Inflow =38.92 cfs 9.375 of 33.0" Round Culvert n =0.013 L =40.0' S= 0.0250'/' Outflow =22.03 cfs 8.643 of Pond 4P: existing pond in North Bay Peak Elev= 868.59' Storage =3.500 of Inflow =58.53 cfs 11.519 of Primary=29.83 cfs 11.458 of Secondary=0.00 cfs 0.000 of Outflow =29.83 cfs 11.458 of Pond 6P: Ex. Wetland Peak EIev= 904.67' Storage= 14.957 cf Inflow =6.16 cfs 0.343 of Outflow =0.00 cfs 0.000 of Total Runoff Area = 52.693 ac Runoff Volume = 6.270 of Average Runoff Depth = 1.43" 74.62% Pervious = 39.319 ac 25.38% Impervious = 13.374 ac 112053 -EXT -HYDRO Type 11 24 -hr 2.75 Rainfall = 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 C 2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: LANDSCAPE Runoff 1 5.68 cfs @ 12.19 hrs, Volume= 0.490 af, Depth= 1.38" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (ac) CN Description 2.260 74 >75% Grass cover, Good, HSG C 2.000 98 Paved parking & roofs 4.260 85 Weighted Average 2.260 53.05% Pervious Area 2.000 46.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ( ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 2S: North Bay Runoff = 38.07 cfs @ 12.13 hrs, Volume= 2.876 af, Depth= 1.38" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (ac) CN Description 13.000 85 North bay 2.000 92 Lyman Blvd 10.000 84 townhomes west of North Bay 25.000 85 Weighted Average 25.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 6S: Ex. Wetland Runoff = 6.16 cfs @ 12.02 hrs, Volume= 0.343 af, Depth= 1.01" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (sf) CN Description 13,242 98 Lakeside 66,673 74 Lakeside 97,960 79 Offsite Drainage 177,875 79 Weighted Average 164,633 92.56% Pervious Area 13,242 7.44% Impervious Area 112053 -EXT -HYDRO Type 11 24 -hr 2.75 Rainfall= 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment NEW: LAKEVIEW Runoff = 36.74 cfs @ 12.07 hrs, Volume= 2.394 af, Depth= 1.68" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (ac) CN Description 10.800 98 Paved parking & roofs 6.350 74 >75% Grass cover, Good, HSG C 17.150 89 Weighted Average 6.350 37.03% Pervious Area 10.800 62.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 15 Summary for Subcatchment NEW NE: NE POND NEW Runoff = 2.93 cfs @ 12.03 hrs, Volume= 0.165 af, Depth= 0.90" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (ac) CN Description 1.930 74 >75% Grass cover, Good, HSG C _ 0.270 98 Paved parking & roofs 2.200 77 Weighted Average 1.930 87.73% Pervious Area 0.270 12.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Reach 1 R: LANSCAPE POND Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 18.15" for 2.75 event Inflow = 6.68 cfs @ 12.19 hrs, Volume= 6.445 af, Incl. 1.00 cfs Base Flow Outflow = 5.38 cfs @ 12.33 hrs, Volume= 6.409 af, Atten= 20 %, Lag= 8.5 min 112053 -EXT -HYDRO Prepared by {enter your company name here} HvdroCADO 10.00 s/n 00590 © 2011 HvdroCAD Software Solutions LLC Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.73 fps, Min. Travel Time= 14.5 min Avg. Velocity = 0.45 fps, Avg. Travel Time= 23.9 min Peak Storage= 4,687 cf @ 12.33 hrs Average Depth at Peak Storage= 0.94' Bank -Full Depth= 2.50' Flow Area= 31.3 sf, Capacity= 39.31 cfs Type 11 24 -hr 2.75 Rainfall = 2.75" Printed 8/3/2012 Summary for Pond 2P: POND 2 Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 19.73" for 2.75 event Inflow = 5.48 cfs @ 12.33 hrs, Volume= 7.005 af, Incl. 0.10 cfs Base Flow Outflow = 5.07 cfs @ 12.45 hrs, Volume= 6.981 af, Atten= 7 %, Lag= 7.0 min Primary = 5.07 cfs @ 12.45 hrs, Volume= 6.981 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 879.00' Surf.Area= 2,016 sf Storage= 3,028 cf Peak Elev= 880.12' @ 12.45 hrs Surf.Area= 3,013 sf Storage= 5,803 cf (2,775 cf above start) Plug -Flow detention time= 57.9 min calculated for 6.911 of (99% of inflow) Center -of -Mass det. time= 7.6 min ( 2,087.6 - 2,080.0 ) Volume Invert Avail.Storage Storage Description #1 876.00' 13,923 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 876.00 252 0 0 877.00 715 484 484 878.00 1,179 947 1,431 879.00 2,016 1,598 3,028 880.00 2,853 2,435 5,463 882.00 5,607 8,460 13,923 Device Routing Invert Outlet Devices #1 Primary 879.00' 18.0" Round Culvert L= 35.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.00'/877.50' S= 0.0429 'P Cc= 0.900 n= 0.013, Flow Area= 1.77 sf 5.00' x 2.50' deep channel, n= 0.300 Side Slope Z- value= 3.07' Top Width= 20.00' Length= 640.0' Slope= 0.0375? Inlet Invert= 904.00', Outlet Invert= 880.00' 112053 -EXT -HYDRO Type 11 24 -hr 2.75 Rainfall= 2.75" Prepared by {enter your company name here) Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Paae 7 Primary OutFlow Max =5.07 cfs @ 12.45 hrs HW= 880.12' (Free Discharge) t1 = Culvert (Inlet Controls 5.07 cfs @ 3.60 fps) Summary for Pond 3P: POND 1 Inflow Area = 21.410 ac, 59.79% Impervious, Inflow Depth > 5.25" for 2.75 event Inflow = 38.92 cfs @ 12.07 hrs, Volume= 9.375 of Outflow = 22.03 cfs @ 12.24 hrs, Volume= 8.643 af, Atten= 43 %, Lag= 10.1 min Primary = 22.03 cfs @ 12.24 hrs, Volume= 8.643 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0.000 ac Storage= 1.570 of Peak Elev= 874.17'@ 12.24 hrs Surf.Area= 0.000 ac Storage= 2.928 of (1.358 of above start) Plug -Flow detention time= 985.7 min calculated for 7.068 of (75% of inflow) Center -of -Mass det. time= 135.5 min ( 1,900.0 - 1,764.5) Volume Invert Avail.Storage Storage Description #1 860.00' 5.297 of Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (acre -feet) (acre -feet) 860.00 0.000 0.000 862.00 0.050 0.050 864.00 0.140 0.190 866.00 0.210 0.400 868.00 0.280 0.680 870.00 0.360 1.040 871.00 0.530 1.570 872.00 0.600 2.170 874.00 0.690 2.860 876.00 0.780 3.640 877.00 0.787 4.427 878.00 0.870 5.297 Device Routing Invert Outlet Devices #1 Primary 872.00' 33.0" Round Culvert L= 40.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 872.00'/ 871.00' S= 0.0250 'P Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 5.94 sf Primary OutFlow Max =21.99 cfs @ 12.24 hrs HW= 874.17' TW= 873.17' (TW follows 1.00' below HW) 't--1 =Culvert (Outlet Controls 21.99 cfs @ 6.00 fps) Summary for Pond 4P: existing pond in North Bay 112053 -EXT- HYDRO. Type 11 24 -hr 2.75 Rainfall = 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 8 Inflow Area = 46.410 ac, 27.58% Impervious, Inflow Depth > 2.98" for 2.75 event Inflow = 58.53 cfs @ 12.15 hrs, Volume= 11.519 of Outflow = 29.83 cfs @ 12.48 hrs, Volume= 11.458 af, Atten= 49 %, Lag= 19.9 min Primary = 29.83 cfs @ 12.48 hrs, Volume= 11.458 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 of Peak Elev= 868.59'@ 12.48 hrs Surf.Area= 0.786 ac Storage= 3.500 of (1.175 of above start) Plug -Flow detention time= 749.9 min calculated for 9.133 of (79% of inflow) Center -of -Mass det. time= 16.9 min ( 1,653.0 - 1,636.0) Volume Invert Avail.Storage Storage Description #1 860.00' 6.495 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 860.00 0.190 0.000 0.000 862.00 0.250 0.440 0.440 864.00 0.330 0.580 1.020 866.00 0.420 0.750 1.770 867.00 0.690 0.555 2.325 868.00 0.750 0.720 3.045 870.00 0.870 1.620 4.665 871.00 0.930 0.900 5.565 872.00 0.930 0.930 6.495 Device Routing Invert Outlet Devices #1 Primary 867.00' 12.5' long Sharp- Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #2 Device 1 863.00' 30.0" Round Culvert L= 50.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet /Outlet Invert= 863.00'/862.75' S= 0.0050 T Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #3 Secondary 870.50' 25.0' long x 4.0' 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 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 =29.82 cfs @ 12.48 hrs HW= 868.59' TW= 867.00' (Fixed TW Elev= 867.00') Lt Sharp- Crested Vee/Trap Weir (Passes 29.82 cfs of 82.19 cfs potential flow) 2= Culvert (Inlet Controls 29.82 cfs @ 6.07 fps) $ econdary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 867.00' (Free Discharge) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) 112053 -EXT -HYDRO Type 11 24 -hr 2.75 Rainfall = 2.75" Prepared by {enter your company name here) Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 9 Summary for Pond 6P: Ex. Wetland Inflow Area = 4.083 ac, 7.44% Impervious, Inflow Depth= 1.01" for 2.75 event Inflow = 6.16 cfs @ 12.02 hrs, Volume= 0.343 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Peak Elev= 904.67'@ 24.60 hrs Surf.Area= 30,519 sf Storage= 14,957 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 904.00' 77,193 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 904.00 14,224 0 0 906.00 62,969 77,193 77,193 Device Routing Invert Outlet Devices #1 Primary 905.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 904.00' (Free Discharge) 't-1 =Broad-Crested Rectangular Weir( Controls 0.00 cfs) 112053 -EXT -HYDRO Type 11 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 10 Time span =0.00 -72.00 hrs, dt =0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind method - Pond routing by Stor -Ind method Subcatchment1S: LANDSCAPE RunoffArea =4.260 ac 46.95% Impervious Runoff Depth= 2.64" Tc =25.0 min CN =85 Runoff =10.89 cfs 0.936 of Subcatchment2S: North Bay RunoffArea= 25.000 ac 0.00% Impervious Runoff Depth= 2.64" Tc =20.0 min CN =85 Runoff cfs'5.494 of Subcatchment6S: Ex. Wetland RunoffArea= 177.875 sf 7.44% Impervious Runoff Depth= 2.13" Tc =10.0 min CN =79 Runoff =13.16 cfs 0.724 of SubcatchmentNEW: LAKEVIEW RunoffArea= 17.150 ac 62.97% Impervious Runoff Depth= 3.01" Tc =15.0 min CN =89 Runoff =64.80 cfs 4.304 of SubcatchmentNEW NE: NE POND NEW RunoffArea =2.200 ac 12.27% Impervious Runoff Depth= 1.97" Tc =10.0 min CN =77 Runoff =6.56 cfs 0.361 of Reach 1 R: LANSCAPE POND I Avg. Flow Depth =1.28' Max Vet =0.87 fps Inflow =11.89 cfs 6.891 of n =0.300 L= 640.0' S=0.0375'/' Capacity =39.31 cfs Outflow =9.81 cfs 6.855 of Pond 2P: POND 2 Peak EIev= 880.73' Storage =7,926 cf Inflow =9.91 cfs 7.451 of 18.0" Round Culvert n =0.013 L =35.0' S= 0.0429'/' Outflow =8.44 cfs 7.427 of Pond 3P: POND 1 Peak Elev= 875.74' Storage =3.538 of Inflow =68.45 cfs 11.731 of 33.0" Round Culvert n =0.013 L =40.0' S= 0.0250'/' Outflow =28.60 cfs 10.998 of Pond 4P: existing pond in North Bay Peak EIev= 870.13' Storage =4.780 of Inflow= 101.58 cfs 16.492 of Primary=41.82 cfs 16.431 of Secondary=0.00 cfs 0.000 of Outflow =41.82 cfs 16.431 of Pond 6P: Ex. Wetland Peak EIev= 905.03' Storage= 27.770 cf Inflow =13.16 cfs 0.724 of Outflow =0.18 cfs 0.118 of Total Runoff Area = 52.693 ac Runoff Volume = 11.819 of Average Runoff Depth = 2.69" 74.62% Pervious = 39.319 ac 25.38% Impervious = 13.374 ac 112053 -EXT -HYDRO Type 11 24 -hr 4.2 Rainfall= 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: LANDSCAPE Runoff = 10.89 cfs @ 12.18 hrs, Volume= 0.936 af, Depth= 2.64" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (ac) CN Description 2.260 74 >75% Grass cover, Good, HSG C 2.000 98 Paved parking & roofs 4.260 85 Weighted Average 2.260 53.05% Pervious Area 2.000 46.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 2S: North Bay Runoff = 72.77 cfs @ 12.12 hrs, Volume= 5.494 af, Depth= 2.64" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (ac) CN Descriation 13.000 85 North bay 2.000 92 Lyman Blvd 10.000 84 townhomes west of North Bay 25.000 85 Weighted Average 25.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 6S: Ex. Wetland Runoff = 13.16 cfs @ 12.02 hrs, Volume= 0.724 af, Depth= 2.13" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (sf) CN Descriation " 13,242 98 Lakeside 66,673 74 Lakeside 97,960 79 Offsite Drainage 177,875 79 Weighted Average 164,633 92.56% Pervious Area 13,242 7.44% Impervious Area 112053 -EXT -HYDRO Type 11 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here) Printed 8/3/2012 HydroCADO 10.00 s/n 00590 C 2011 HydroCAD Software Solutions LLC Page 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment NEW: LAKEVIEW Runoff = 64.80 cfs @ 12.07 hrs, Volume= 4.304 af, Depth= 3.01" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (ac) CN Description 10.800 98 Paved parking & roofs 6.350 74 >75% Grass cover, Good, HSG C 17.150 89 Weighted Average 6.350 37.03% Pervious Area 10.800 62.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 15 Summary for Subcatchment NEW NE: NE POND NEW Runoff = 6.56 cfs @ 12.02 hrs, Volume= 0.361 af, Depth= 1.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (ac) CN Descriotion 1.930 74 >75% Grass cover, Good, HSG C 0.270 98 Paved parking & roofs 2.200 77 Weighted Average 1.930 87.73% Pervious Area 0.270 12.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Reach 1 R: LANSCAPE POND Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 19.41" for 4.2 event Inflow = 11.89 cfs @ 12.18 hrs, Volume= 6.891 af, Incl. 1.00 cfs Base Flow Outflow = 9.81 cfs @ 12.31 hrs, Volume= 6.855 af, Atten= 18 %, Lag= 7.7 min 112053 -EXT -HYDRO Type Il 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here) Printed 8/3/2012 HydroCADO 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 13 Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.87 fps, Min. Travel Time= 12.3 min Avg. Velocity = 0.45 fps, Avg. Travel Time= 23.6 min Peak Storage= 7,220 cf @ 12.31 hrs Average Depth at Peak Storage= 1.28' Bank -Full Depth= 2.50' Flow Area= 31.3 sf, Capacity= 39.31 cfs Summary for Pond .2P: POND 2 Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 20.99" for 4.2 event Inflow = 9.91 cfs @ 12.31 hrs, Volume= 7.451 af, Incl. 0.10 cfs Base Flow Outflow = 8.44 cfs @ 12.46 hrs, Volume= 7.427 af, Atten= 15 %, Lag= 9.2 min Primary = 8.44 cfs @ 12.46 hrs, Volume= 7.427 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 879.00' Surf.Area= 2,016 sf Storage= 3,028 cf Peak Elev= 880.73' @ 12.46 hrs Surf.Area= 3,863 sf Storage= 7,926 cf (4,898 cf above start) Plug -Flow detention time= 54.9 min calculated for 7.357 of (99% of inflow) Center -of -Mass det. time= 7.4 min ( 2,012.0 - 2,004.7 ) Volume Invert Avail.Storage Storage Description #1 876.00' 13,923 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 876.00 252 0 0 877.00 715 484 484 878.00 1,179 947 1,431 879.00 2,016 1,598 3,028 880.00 2,853 2,435 5,463 882.00 5,607 8,460 13,923 Device Routing Invert Outlet Devices #1 Primary 879.00' 18.0" Round Culvert L= 35.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.00'/877.50' S=0.0429? Cc= 0.900 n= 0.013, Flow Area= 1.77 sf 5.00' x 2.50' deep channel, n= 0.300 Side Slope Z- value= 3.07' Top Width= 20.00' Length= 640.0' Slope= 0.03757' Inlet Invert= 904.00', Outlet Invert= 880.00' 112053 -EXT -HYDRO Type // 24 -hr 4.2 Rainfall= 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 14 Primary OutFlow Max =8.42 cfs @ 12.46 hrs HW= 880.73' (Free Discharge) L1= Culvert (Inlet Controls 8.42 cfs @ 4.77 fps) Summary for Pond 3P: POND 1 Inflow Area = 21.410 ac, 59.79% Impervious, Inflow Depth > 6.57" for 4.2 event Inflow = 68.45 cfs @. 12.07 hrs, Volume= 11.731 of Outflow = 28.60 cfs @ 12.10 hrs, Volume= 10.998 af, Atten= 58 %, Lag= 1.8 min Primary = 28.60 cfs @ 12.10 hrs, Volume= 10.998 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0.000 ac Storage= 1.570 of Peak Elev= 875.74' @ 12.31 hrs Surf.Area= 0.000 ac Storage= 3.538 of (1.968 of above start) Plug -Flow detention time= 752.6 min calculated for 9.428 of (80% of inflow) Center -of -Mass det. time= 100.1 min ( 1,669.7 - 1,569.5) Volume Avail.Storage Storage Description #1 860.00' 5.297 of Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (acre -feet) (acre -feet) 860.00 0.000 0.000 862.00 0.050 0.050 864.00 0.140 0.190 866.00 0.210 0.400 868.00 0.280 0.680 870.00 0.360 1.040 871.00 0.530 1.570 872.00 0.600 2.170 874.00 0.690 2.860 876.00 0.780 3.640 877.00 0.787 4.427 878.00 0.870 5.297 Device Routing Invert Outlet Devices #1 Primary 872.00' 33.0" Round Culvert L= 40.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 872.00'/ 871.00' S=0.0250? Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 5.94 sf Primary OutFlow Max =28.60 cfs @ 12.10 hrs HW= 874.99' TW= 873.99' (TW follows 1.00' below HW) 't--1 =Culvert (Inlet Controls 28.60 cfs @ 4.81 fps) Summary for Pond 4P: existing pond in North Bay 112053 -EXT -HYDRO . Type 11 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 15 Inflow Area = 46.410 ac, 27.58% Impervious, Inflow Depth > 4.26" for 4.2 event Inflow = 101.58 cfs @ 12.12 hrs, Volume= 16.492 of Outflow = 41.82 cfs @ 12.64 hrs, Volume= 16.431 af, Atten= 59 %, Lag= 31.2 min Primary = 41.82 cfs @ 12.64 hrs, Volume= 16.431 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 of Peak Elev= 870.13'@ 12.64 hrs Surf.Area= 0.878 ac Storage= 4.780 of (2.455 of above start) Plug -Flow detention time= 504.7 min calculated for 14.106 of (86% of inflow) Center -of -Mass det. time= 22.2 min ( 1,410.2 - 1,388.1 ) Volume Invert Avail.Storage Storage Description #1 860.00' 6.495 of Custom Stage Data (Prismatic)Listed below. (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 860.00 0.190 0.000 0.000 862.00 0.250 0.440 0.440 864.00 0.330 0.580 1.020 866.00 0.420 0.750 1.770 867.00 0.690 0.555 2.325 868.00 0.750 0.720 3.045 870.00 0.870 1.620 4.665 871.00 0.930 0.900 5.565 872.00 0.930 0.930 6.495 Device Routing Invert Outlet Devices #1 Primary 867.00' 12.5' long Sharp- Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #2 Device 1 863.00' 30.0" Round Culvert L= 50.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 863.00'/862.75' S=9.00507' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #3 Secondary 870.50' 25.0' long x 4.0' 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 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 =41.82 cfs @ 12.64 hrs HW= 870.13' TW= 867.00' (Fixed TW Elev= 867.00') t-t Sharp- Crested Vee/Trap Weir (Passes 41.82 cfs of 226.80 cfs potential flow) 2= Culvert (Inlet Controls 41.82 cfs @ 8.52 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 867.00' (Free Discharge) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) 112053 -EXT -HYDRO Type 11 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 16 Summary for Pond 6P: Ex. Wetland Inflow Area = 4.083 ac, 7.44% Impervious, Inflow Depth = 2.13" for 4.2 event Inflow = 13.16 cfs @ 12.02 hrs, Volume= 0.724 of Outflow = 0.18 cfs @ 20.66 hrs, Volume= 0.118 af, Atten= 99 %, Lag= 518.6 min Primary = 0.18 cfs @ 20.66 hrs, Volume= 0.118 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Peak Elev= 905.03'@ 20.66 hrs Surf.Area= 39,446 sf Storage= 27,770 cf Plug -Flow detention time= 660.5 min calculated for 0.117 of (16% of inflow) Center -of -Mass det. time= 517.1 min ( 1,350.1 - 832.9 ) Volume Invert Avail.Storage Storage Description #1 904.00' 77,193,cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq -ft) (cubic -feet) (cubic -feet) 904.00 14,224 0 0 906.00 62,969 77,193 77,193 Device Routing Invert Outlet Devices #1 Primary 905.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.17 cfs @ 20.66 hrs HW= 905.03' (Free Discharge) 't--1 =Broad-Crested Rectangular Weir (Weir Controls 0.17 cfs @ 0.50 fps) 112053 -EXT -HYDRO Type 1124 -hr 6.0. Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 17 Time span =0.00 -72.00 hrs, dt =0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind method - Pond routing by Stor -Ind method Subcatchment1S: LANDSCAPE RunoffArea =4.260 ac 46.95% Impervious Runoff Depth= 4.30" Tc =25.0 min CN =85 Runoff =17.56 cfs 1.527 of Subcatchment2S: North Bay RunoffArea= 25.000 ac 0.00% Impervious Runoff Depth= 4.30" Tc =20.0 min CN =85 Runoff = 117.11 cfs 8.964 of Subcatchment6S: Ex. Wetland RunoffArea= 177.875 sf 7.44% Impervious Runoff Depth= 3.68" Tc =10.0 min CN =79 Runoff =22.54 cfs 1.252 of SubcatchmentNEW: LAKEVIEW RunoffArea= 17.150 ac 62.97% Impervious Runoff Depth= 4.74" Tc =15.0 min CN =89 Runoff =99.68 cfs 6.768 of Subcatchment NEW NE: NE POND NEW RunoffArea =2.200 ac 12.27% Impervious Runoff Depth= 3.48" Tc =10.0 min CN =77 Runoff =11.53 cfs 0.638 of Reach 1 R: LANSCAPE POND Avg. Flow Depth =1.61' Max Vet =0.99 fps Inflow =18.56 cfs 7.482 of n =0.300 L= 640.0' S=0.0375'/' Capacity =39.31 cfs Outflow =15.66 cfs 7.446 of Pond 2P: POND 2 Peak Elev= 881.68' Storage= 12.182 cf Inflow =15.76 cfs 8.042 of 18.0" Round Culvert n =0.013 L =35.0' S=0.0429'/' Outflow =11.81 cfs 8.018 of Pond 3P: POND 1 Peak Elev= 877.25' Storage =4.647 of Inflow= 105.34 cfs 14.786 of 33.0" Round Culvert n =0.013 L =40.0' S=0.0250'1' Outflow =28.60 cfs 14.053 of Pond 4P: existing pond in North Bay Peak Elev= 871.11' Storage =5.671 of Inflow= 145.71 cfs 23.017 of Primary=47.94 cfs 21.927 of Secondary=32.29 cfs 1.029 of Outflow =80.24 cfs 22.956 of Pond 6P: Ex. Wetland Peak Elev= 905.15' Storage= 32.384 cf Inflow =22.54 cfs 1.252 of Outflow =1.53 cfs 0.646 of Total Runoff Area = 52.693 ac Runoff Volume = 19.149 of Average Runoff Depth = 4.36" 74.62% Pervious = 39.319 ac 25.38% Impervious = 13.374 ac 112053 -EXT -HYDRO Type// 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 1S: LANDSCAPE Runoff = 17.56 cfs @ 12.18 hrs, Volume= 1.527 af, Depth =. 4.30" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (ac) CN Description 2.260 74 >75% Grass cover, Good, HSG C 2.000 98 Paved parking & roofs 4.260 85 Weighted Average 2.260 53.05% Pervious Area 2.000 46.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 2S: North Bay Runoff = 117.11 cfs @ 12.12 hrs, Volume= 8.964 af, Depth= 4.30" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (ac) CN Description 13.000 85 North bay 2.000 92 Lyman Blvd 10.000 84 townhomes west of North Bay 25.000 85 Weighted Average 25.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 6S: Ex. Wetland Runoff = 22.54 cfs @ 12.01 hrs, Volume= 1.252 af, Depth= 3.68" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (sf) CN Description 13,242 98 Lakeside 66,673 74 Lakeside 97,960 79 Offsite Drainage 177,875 79 Weighted Average 164,633 92.56% Pervious Area 13,242 7.44% Impervious Area 112053 -EXT -HYDRO Type// 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 19 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment NEW: LAKEVIEW Runoff 99.68 cfs @ 12.06 hrs, Volume= 6.768 af, Depth= 4.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (ac) CN Descrirtion 10.800 98 Paved parking & roofs 6.350 74 >75% Grass cover, Good, HSG C 17.150 89 Weighted Average 6.350 37.03% Pervious Area 10.800 62.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ( ft/sec) (cfs) 15.0 Direct Entry, 15 Summary for Subcatchment NEW NE: NE POND NEW Runoff = 11.53 cfs @ 12.01 hrs, Volume= 0.638 af, Depth= 3.48" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (ac) CN Description 1.930 74 >75% Grass cover, Good, HSG C 0.270 98 Paved parking & roofs 2.200 77 Weighted Average 1.930 87.73% Pervious Area 0.270 12.27% Impervious Area Tc Length Slope. Velocity Capacity Description min) (feet) ( ft/ft) ( ft/sec) (cfs) 10.0 Direct Entry, Summary for Reach 1 R: LANSCAPE POND Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 21.08" for 6.0 event Inflow = 18.56 cfs @ 12.18 hrs, Volume= 7.482 af, Incl. 1.00 cfs Base Flow Outflow = 15.66 cfs @ 12.30 hrs, Volume= 7.446 af, Atten= 16 %, Lag= 7.0 min 112053 -EXT -HYDRO Type// 24 -hr 6.0 Rainfall= 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 20 Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.99 fps, Min. Travel Time= 10.8 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 23.3 min Peak Storage= 10,156 cf @ 12,29 hrs Average Depth at Peak Storage= 1.61' Bank -Full Depth= 2.50' Flow Area= 31.3 sf, Capacity= 39.31 cfs Summary for Pond 2P: POND 2 Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 22.65" for 6.0 event Inflow = 15.76 cfs @ 12.30 hrs, Volume= 8.042 af, Incl. 0.10 cfs Base Flow Outflow = 11.81 cfs @ 12.50 hrs, Volume= 8.018 af, Atten= 25 %, Lag= 12.4 min Primary 11.81 cfs @ 12.50 hrs, Volume= 8.018 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 879.00' Surf.Area= 2,016 sf Storage= 3,028 cf Peak Elev= 881.68' @ 12.50 hrs Surf.Area= 5,162 sf Storage= 12,182 cf (9,154 cf above start) Plug -Flow detention time= 51.7 min calculated for 7.948 of (99% of inflow) Center -of -Mass det. time= 7.4 min ( 1,923.8 - 1,916.5 ) Volume Invert Avail.Storage Storage Description #1 876.00' 13,923 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq -ft) (cubic -feet) (cubic -feet) 876.00 252 0 0 877.00 715 484 484 878.00 1,179 947 1,431 879.00 2,016 1,598 3,028 880.00 2,853 2,435 5,463 882.00 5,607 8,460 13,923 Device Routing Invert Outlet Devices #1 Primary 879.00' 18.0" Round Culvert L= 35.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.00'/ 877.50' S= 0.0429 'P Cc= 0.900 n= 0.013, Flow Area= 1.77 sf 5.00' x 2.50' deep channel, n= 0.300 Side Slope Z- value= 3.0? Top Width= 20.00' Length= 640.0' Slope= 0.03757 Inlet Invert= 904.00', Outlet Invert= 880.00' 112053 -EXT -HYDRO Type 11 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 21 Primary OutFlow Max =11.81 cfs @ 12.50 hrs HW= 881.68' (Free Discharge) L1= Culvert (Inlet Controls 11.81 cfs @ 6.68 fps) Summary for Pond 3P: POND 1 Inflow Area = 21.410 ac, 59.79% Impervious, Inflow Depth > 8.29" for 6.0 event Inflow = 105.34 cfs @ 12.07 hrs, Volume= 14.786 of Outflow = 28.60 cfs @ 12.00 hrs, Volume= 14.053 af, Atten= 73 %, Lag= 0.0 min Primary = 28.60 cfs @ 12.00 hrs, Volume= 14.053 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs,.dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0.000 ac Storage= 1.570 of Peak Elev= 877.25' @ 12.48 hrs Surf.Area= 0.000 ac Storage= 4.647 of (3.077 of above start) Plug -Flow detention time= 587.1 min calculated for 12.474 of (84% of inflow) Center -of -Mass det. time= 82.1 min ( 1,488.4 - 1,406.4 ) Volume Invert Avail.Storage Storage Description #1 860.00' 5.297 of Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (acre -feet) (acre -feet) 860.00 0.000 0.000 862.00 0.050 0.050 864.00 0.140 0.190 866.00 0.210 0.400 868.00 0.280 0.680 870.00 0.360 1.040 871.00 0.530 1.570 872.00 0.600 2.170 874.00 0.690 2.860 876.00 0.780 3.640 877.00 0.787 4.427 878.00 0.870 5.297 Device Routing Invert Outlet Devices #1 Primary 872.00' 33.0" Round Culvert L= 40.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 872.00'/ 871.00' S= 0.0250 '/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 5.94 sf Primary OutFlow Max =28.60 cfs @ 12.00 hrs HW= 875.08' TW= 874.08' (TW follows 1.00' below HW) L1 = Culvert (Inlet Controls 28.60 cfs @ 4.81 fps) Summary for Pond 4P: existing pond in North Bay 112053 -EXT -HYDRO Type// 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 22 Inflow Area = 46.410 ac, 27.58% Impervious, Inflow Depth > 5.95" for 6.0 event Inflow = 145.71 cfs @ 12.12 hrs, Volume= 23.017 of Outflow = 80.24 cfs @ 12.37 hrs, Volume= 22.956 af, Atten= 45 %, Lag= 14.7 min Primary = 47.94 cfs @ 12.37 hrs, Volume 21.927 of Secondary = 32.29 cfs @ 12.37 hrs, Volume= 1.029 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 of Peak Elev= 871.11' @ 12.37 hrs Surf.Area= 0.930 ac Storage= 5.671 of (3.346 of above start) Plug -Flow detention time= 361.4 min calculated for 20.617 of (90% of inflow) Center -of -Mass det. time= 25.1 min ( 1,249.5 - 1,224.4 ) Volume Invert Avail.Storage Storage Description #1 860.00' 6.495 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 860.00 0.190 0.000 0.000 862.00 0.250 0.440 0.440 864.00 0.330 0.580 1.020 866.00 0.420 0.750 1.770 867.00 0.690 0.555 2.325 868.00 0.750 0.720 3.045 870.00 0.870 1.620 4.665 871.00 0.930 0.900 5.565 872.00 0.930 0.930 6.495 Device Routing Invert Outlet Devices #1 Primary 867.00' 12.5' long Sharp- Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #2 Device 1 863.00' 30.0" Round Culvert L= 50.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 863.00'/ 862.75' S= 0.00507' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #3 Secondary 870.50' 25.0' long x 4.0' 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 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 rimary OutFlow Max =47.90 cfs @ 12.37 hrs HW= 871.11' TW= 867.00' (Fixed TW Elev= 867.00') Sharp- Crested Vee/Trap Weir (Passes 47.90 cfs of 340.80 cfs potential flow) 2= Culvert (Inlet Controls 47.90 cfs @ 9.76 fps) S econdary OutFlow Max =31.85 cfs @ 12.37 hrs HW= 871.11' (Free Discharge) 3= Broad - Crested Rectangular Weir (Weir Controls 31.85 cfs @ 2.10 fps) 112053 -EXT -HYDRO Type// 24 -hr 6.0 Rainfall= 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 23 Summary for Pond 6P: Ex. Wetland Inflow Area = 4.083 ac, 7.44% Impervious, Inflow Depth = 3.68" for 6.0 event Inflow = 22.54 cfs @ 12.01 hrs, Volume= 1.252 of Outflow = 1.53 cfs @ 12.91 hrs, Volume= 0.646 af, Atten= 93 %, Lag= 53.9 min Primary = 1.53 cfs @ 12.91 hrs, Volume = 0.646 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Peak Elev= 905.15'@ 12.91 hrs Surf.Area= 42,201 sf Storage= 32,384 cf Plug -Flow detention time= 310.7 min calculated for 0.645 of (52% of inflow) Center -of -Mass det. time= 196.9 min ( 1,014.2 - 817.3 ) Volume Invert Avail.Storage Storage Description #1 904.00' 77,193 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 904.00 14,224 0 0 906.00 62,969 77,193 77,193 Device Routing Invert Outlet Devices #1 Primary 905.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.53 cfs @ 12.91 hrs HW= 905.15' (Free Discharge) 't--1 =Broad-Crested Rectangular Weir (Weir Controls 1.53 cfs @ 1.03 fps) r ♦ � ■ ` ♦ i ■ I L■ I I r`� y �\ ♦♦ � ■ I I I � ■ � I ■ ■ I I I 1 r � _ I ■ r I ■ ■ I I 4 W ■ � C I ■ I It ■ I I ■ I ♦ ■ I I ■ � ■ 1 ■ I �ji■ ■ � I ■ I I ■ I � I 1 I I ■ I I 1 - � i I �\ L -•__J L S♦ I ■ I I ■ I r - f1 I I • I � -r - -� I � I L- - - -J ■ I L - - -J f ■ - I I ■ ■ - ■ I- _■ I ■ - -- I ■ r Lli - • - 7 ■ I L -■ -- I ■ ■ � � - F - --I I ! I L - - -J ■ r - m - - - J _ ■_ L - -J ■ - - -- I I ■ I I ■ j I I ■ I f - -F - -� I ■ I ! - -- I ■ I I ■ I (- - ■ -� I -I ■ I L_�__J I ■ I I I ■ - - -- ■ ��� L I ■ I H - F - -� ��1 J ■ ----- I IO -J r�1 i hi ALL LU P - F = 2. ■ ;0 000000 • ' O N ` C4 I i ♦♦ NEW NE NE POND NEW it existing pond in North POND 1 Bay (i) LAND CAPE POND 2 Subc: t IRea6hl on Llnk 112053 - PRO -HYDRO Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (su bcatch me nt-n umbers) 10.028 74 >75% Grass cover, Good, HSG C (1 S, NEW, NEW NE) 1.512 74 Lakeside 7th (6S, AS, BS) 2.249 79 Offsite Drainage (6S) 10.000 84 townhomes west of North Bay (2S) 13.000 85 North bay (2S) 2.000 92 Lyman Blvd (2S) 0.659 98 Lakeside 7th (6S, AS, BS) 13.247 98 Paved parking & roofs (13, NEW, NEW NE) 52.694 86 TOTAL AREA 112053 - PRO -HYDRO Prepared by {enter your company name here HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Sol Type 11 24 -hr 2.75 Rainfall =2.75" Printed 8/3/2012 Time span =0.00 -72.00 hrs, dt =0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind method - Pond routing by Stor -Ind method Subcatchment1S: LANDSCAPE RunoffArea =4.260 ac 46.95% Impervious Runoff Depth= 1.38" Tc =25.0 min CN =85 Runoff =5.68 cfs 0.490 of Subcatchment2S: North Bay RunoffArea= 25.000 ac 0.00% Impervious Runoff Depth= 1.38" Tc =20.0 min CN =85 Runoff =38.07 cfs 2.876 of Subcatchment6S: Ex. Wetland RunoffArea= 157.651 sf 4.80% Impervious Runoff Depth = 0.95" Tc =10.0 min CN =78 Runoff =5.14 cfs 0.288 of SubcatchmentAS: RaingardenA RunoffArea= 22.089 sf 63.14% Impervious Runoff Depth= 1.68" Tc =0.0 min CN =89 Runoff =1.70 cfs 0.071 of Subcatchment6S: Raingarden B RunoffArea= 12.771 sf 56.25% Impervious Runoff Depth= 1.60" Tc =10.0 min CN =88 Runoff =0.71 cfs 0.039 of SubcatchmentNEW: LAKEVIEW RunoffArea= 746.927 sf 63.84% Impervious Runoff Depth= 1.68" Tc =15.0 min CN =89 Runoff =36.73 cfs 2.394 of SubcatchmentNEW NE: NE POND NEW RunoffArea =1.867 ac 16.07% Impervious Runoff Depth = 0.95" Tc =10.0 min CN =78 Runoff =2.65 cfs 0.148 of Reach 1 R: LANSCAPE POND Avg. Flow Depth =0.94' Max Vet =0.73 fps Inflow =6.68 cfs 6.445 of n =0.300 L= 640.0' S= 0.0375'/' Capacity =39.31 cfs Outflow =5.38 cfs 6.409 of Pond 2P: POND 2 Peak EIev= 880.12' Storage =5,803 cf Inflow =5.48 cfs 7.005 of 18.0" Round Culvert n =0.013 L =35.0' S=0.0429'/' Outflow =5.07 cfs 6.981 of Pond 3P: POND 1 Peak EIev= 874.17' Storage= 127.540 cf Inflow =38.91 cfs 9.375 of 33.0" Round Culvert n =0.013 L =40.0' S= 0.0250'/' Outflow =22.03 cfs 8.642 of Pond 4P: existing pond in North Bay Peak EIev= 868.59' Storage =3.500 of Inflow =58.53 cfs 11.518 of Primary=29.83 cfs 11.458 of Secondary=0.00 cfs 0.000 of Outflow =29.83 cfs 11.458 of Pond 6P: Ex. Wetland Peak EIev= 904.80' Storage= 19.066 cf Inflow =6.81 cfs 0.438 of Outflow =0.00 cfs 0.000 of Pond AP: RaingardenA Peak EIev= 908.73' Storage =0.029 of Inflow =1.70 cfs 0.071 of Primary=1.47 cfs 0.059 of Secondary=0.01 cfs 0.030 of Outflow =1.47 cfs 0.089 of Pond BP: Raingarden B Peak EIev= 908.76' Storage =0.037 of Inflow =1.97 cfs 0.098 of Primary=1.82 cfs 0.083 of Secondary=0.01 cfs 0.037 of Outflow =1.82 cfs 0.120 of Total Runoff Area = 52.694 ac Runoff Volume = 6.307 of Average Runoff Depth =1.44" 73.61% Pervious = 38.788 ac 26.39% Impervious = 13.905 ac 112053 - PRO -HYDRO Type 11 24 -hr 2.75 Rainfall= 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC "Page 4 Summary for Subcatchment 1S: LANDSCAPE Runoff = 5.68 cfs @ 12.19 hrs, Volume= 0.490 af, Depth= 1.38" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (ac) CN Description 2.260 74 >75% Grass cover, Good, HSG C 2.000 98 Paved parking & roofs 4.260 85 Weighted Average 2.260 53.05% Pervious Area 2.000 46.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 2S: North Bay Runoff = 38.07 cfs @ 12.13 hrs, Volume= 2.876 af, Depth= 1.38" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (ac) CN Description 13.000 85 North bay 2.000 92 Lyman Blvd 10.000 84 townhomes west of North Bay 25.000 85 Weighted Average 25.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ( ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 6S: Ex. Wetland Runoff = 5.14 cfs @ 12.02 hrs, Volume= 0.288 af, Depth= 0.95" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (sf) CN Description 7,570 98 Lakeside 7th 52,121 74 Lakeside 7th 97,960 79 Offsite Drainage 157,651 78 Weighted Average 150,081 95.20% Pervious Area 7,570 4.80% Impervious Area 112053 - PRO -HYDRO Type 11 24 -hr 2.75 Rainfall= 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment AS: Raingarden A Runoff = 1.70 cfs @ 11.89 hrs, Volume= 0.071 af, Depth= 1.68" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (sf) CN Description 13,946 98 Lakeside 7th 8,143 74 Lakeside 7th 22,089 89 Weighted Average 8,143 36.86% Pervious Area 13,946 63.14% Impervious Area Summary for Subcatchment BS: Raingarden B Runoff = 0.71 cfs @ 12.01 hrs, Volume = 0.039 af, Depth= 1.60" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall = 2.75 Area (sf) CN Description 7,184 98 Lakeside 7th 5,587 74 Lakeside 7th 12,771 88 Weighted Average 5,587 43.75% Pervious Area 7,184 56.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment NEW: LAKEVIEW Runoff = 36.73 cfs @ 12.07 hrs, Volume= 2.394 af, Depth= 1.68" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rai 2.75" Area (sf) CN Description 476,832 98 Paved parking & roofs 270,095 74 >75% Grass cover, Good, HSG C 746,927 89 Weighted Average 270,095 36.16% Pervious Area 476,832 63.84% Impervious Area 112053- PRO -HYDRO Type// 24 -hr 2.75 Rainfall = 2.75" Prepared by {enter your company name here) Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Pacie 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 . Direct Entry, 15 Summary for Subcatchment NEW NE: NE POND NEW Runoff = 2.65 cfs @ 12.02 hrs, Volume= 0.148 af, Depth= 0.95" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.75 Rainfall= 2.75" Area (ac) CN Description 1.567 74 >75% Grass cover, Good, HSG C 0.300 98 Paved parking & roofs 1.867 78 Weighted Average 1.567 83.93% Pervious Area 0.300 16.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Reach 1 R: LANSCAPE POND Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 18.15" for 2.75 event Inflow = 6.68 cfs @ 12.19 hrs, Volume= 6.445 af, Incl. 1.00 cfs Base Flow Outflow = 5.38 cfs @ 12.33 hrs, Volume= 6.409 af, Atten= 20 %, Lag= 8.5 min Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.73 fps, Min. Travel Time= 14.5 min Avg. Velocity = 0.45 fps, Avg. Travel Time= 23.9 min Peak Storage= 4,687 cf @ 12.33 hrs Average Depth at Peak Storage= 0.94' Bank -Full Depth= 2.50' Flow Area= 31.3 sf, Capacity= 39.31 cfs 5.00' x 2.50' deep channel, n= 0.300 Side Slope Z- value= 3.07' Top Width= 20.00' Length= 640.0' Slope= 0.0375? Inlet Invert= 904.00', Outlet Invert= 880.00' 112053 - PRO -HYDRO Type 11 24 -hr 2.75 Rainfall = 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Paae 7 Summary for Pond 2P: POND 2 Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 19.73" for 2.75 event Inflow = 5.48 cfs @ 12.33 hrs, Volume= 7.005 af, Incl. 0.10 cfs Base Flow Outflow = 5.07 cfs @ 12.45 hrs, Volume= 6.981 af, Atten= 7 %, Lag= 7.0 min Primary = 5.07 cfs @ 12.45 hrs, Volume= 6.981 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 879.00' SurF.Area= 2,016 sf Storage= 3,028 cf Peak Elev= 880.12'@ 12.45 hrs Surf.Area= 3,013 sf Storage= 5,803 cf (2,775 cf above start) Plug -Flow detention time= 57.9 min calculated for 6.911 of (99% of inflow) Center -of -Mass det. time= 7.6 min ( 2,087.6 - 2,080.0 ) Volume Invert Avail.Storage Storage Description #1 876.00' 13,923 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 876.00 252 0 0 877.00 715 484 484 878.00 1,179 947 1,431 879.00 2,016 1,598 3,028 880.00 2,853 2,435 5,463 882.00 5,607 8,460 13,923 Device Routing Invert Outlet Devices #1 Primary 879.00' 18.0" Round Culvert L= 35.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 879.00'/ 877.50' S= 0.0429T Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max =5.07 cfs @ 12.45 hrs HW= 880.12' (Free Discharge) 't--1 =Culvert (Inlet Controls 5.07 cfs @ 3.60 fps) Summary for Pond 3P: POND 1 Inflow Area = 21.407 ac, 60.48% Impervious, Inflow Depth > 5.26" for 2.75 event Inflow = 38.91 cfs @ 12.07 hrs, Volume= 9.375 of Outflow = 22.03 cfs @ 12.24 hrs, Volume= 8.642 af, Atten= 43 %, Lag= 10.1 min Primary = 22.03 cfs @ 12.24 hrs, Volume= 8.642 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0 sf Storage= 68,390 cf Peak Elev= 874.17'@ 12.24 hrs Surf.Area= 0 sf Storage= 127,540 cf (59,150 cf above start) Plug -Flow detention time= 985.8 min calculated for 7.067 of (75% of inflow) Center -of -Mass det. time= 135.5 min ( 1,900.0 - 1,764.5) 112053 - PRO -HYDRO Type 11 24 -hr 2.75 Rainfall= 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADS 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 8 Volume Invert Avail.Storage Storage Description #1 860.00' 230,738 cf Custom Stage Data Listed below Elevation Inc.Store Cum.Store (feet) (cubic -feet) (cubic -feet) 860.00 0 0 862.00 2,178 2,178 864.00 6,098 8,276 866.00 9,148 17,424 868.00 12,197 29,621 870.00 15,682 45,303 871.00 23,087 68,390 872.00 26,136 94,526 874.00 30,056 124,582 876.00 33,977 158,559 877.00 34,282 192,841 878.00 37,897 230,738 Device Routing Invert Outlet Devices #1 Primary 872.00' 33.0" Round Culvert L= 40.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 872.00'/ 871.00' S=0.0250'/' Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 5.94 sf Primary OutFlow Max =21.98 cfs @ 12.24 hrs HW= 874.17' TW= 873.17' (TW follows 1.00' below HW) L1 = Culvert (Outlet Controls 21.98 cfs @ 6.00 fps) Summary for Pond 41 existing pond in North Bay Inflow Area = 46.407 ac, 27.90% Impervious, Inflow Depth > 2.98" for 2.75 event Inflow = 58.53 cfs @ 12.15 hrs, Volume= 11.518 of Outflow = 29.83 cfs @ 12.48 hrs, Volume= 11.458 af, Atten= 49 %, Lag= 19.9 min Primary = 29.83 cfs @ 12.48 hrs, Volume= 11.458 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 of Peak Elev= 868.59'@ 12.48 hrs Surf.Area= 0.786 ac Storage= 3.500 of (1.175 of above start) Plug -Flow detention time= 749.9 min calculated for 9.133 of (79% of inflow) Center -of -Mass det. time= 16.9 min ( 1,653.0 - 1,636.0) Volume Invert Avail.Storage Storage Description #1 860.00' 6.495 of Custom Stage Data (Prismatic)Listed below (Recalc) 112053 - PRO -HYDRO Type 11 24 -hr 2.75 Rainfall = 2.75" Prepared by {enter your company name here) Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 9 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 860.00 0.190 0.000 0.000 862.00 0.250 0.440 0.440 864.00 0.330 0.580 1.020 866.00 0.420 0.750 1.770 867.00 0.690 0.555 2.325 868.00 0.750 0.720 3.045 870.00 0.870 1.620 4.665 871.00 0.930 0.900 5.565 872.00 0.930 0.930 6.495 Device Routing Invert Outlet Devices #1 Primary 867.00' 12.5' long Sharp- Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #2 Device 1 863.00' 30.0" Round Culvert L= 50.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 863.00'/ 862.75' S= 0.00507', Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #3 Secondary 870.50' 25.0' long x 4.0' 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 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 =29.82 cfs @ 12.48 hrs HW= 868.59' TW= 867.00' (Fixed TW Elev= 867.00') Lt Sharp- Crested Vee/Trap Weir (Passes 29.82 cfs of 82.18 cfs potential flow) 2= Culvert (Inlet Controls 29.82 cfs @ 6.07 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 867.00' (Free Discharge) 3= Broad - Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 6P: Ex. Wetland Inflow Area = 4.419 ac, 14.91 % Impervious, Inflow Depth > 1.19" for 2.75 event Inflow = 6.81 cfs @ 12.01 hrs, Volume= 0.438 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 6 /6, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Peak Elev= 904.80'@ 72.00 hrs Surf.Area= 33,640 sf Storage= 19,066 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 904.00' 77,193 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 904.00 14,224 0 0 906.00 62,969 77,193 77,193 112053 - PRO -HYDRO Type 11 24 -hr 2.75 Rainfall = 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 02011 HydroCAD Software Solutions LLC Page 10 Device Routing Invert Outlet Devices #1 Primary 905.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 904.00' (Free Discharge) 't-1 =Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond AP: Raingarden A Inflow Area = 0.507 ac, 63.14% Impervious, Inflow Depth = 1.68" for 2.75 event Inflow = 1.70 cfs @ 11.89 hrs, Volume= 0.071 of Outflow = 1.47 cfs @ 11.92 hrs, Volume= 0.089 af, Atten= 13 %, Lag= 1.6 min Primary = 1.47 cfs @ 11.92 hrs, Volume= 0.059 of Secondary = 0.01 cfs @ 11.92 hrs, Volume= 0.030 of Routing by Stor -Ind method, Time Span= 0.00 - 72.00 hrs, dt= 0.05 hrs Starting Elev= 908.50' Surf.Area= 0.025 ac Storage= 0.022 of Peak Elev= 908.73'@ 11.92 hrs Surf.Area= 0.029 ac Storage= 0.029 of (0.006 of above start) Plug -Flow detention time= 593.3 min calculated for 0.066 of (93% of inflow) Center -of -Mass det. time= 366.9 min ( 1,175.5 - 808.6 ) Volume Invert Avail.Storage Storage Description #1 907.00' 0.037 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 907.00 0.007 0.000 0.000 907.50 0.012 0.005 0.005 908.00 0.017 0.007 0.012 909.00 0.033 0.025 0.037 Device Routing Invert Outlet Devices #1 Primary 908.50' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Secondary 907.00' 0.250 in /hr Exfiltration over Surface area Primary OutFlow Max =1.42 cfs @ 11.92 hrs HW= 908.72' (Free Discharge) t-1= Broad - Crested Rectangular Weir (Weir Controls 1.42 cfs @ 1.27 fps) S econdary OutFlow Max =0.01 cfs @ 11.92 hrs HW= 908.72' (Free Discharge) 2= Exfiltration (Exfiltration Controls 0.01 cfs) 112053 - PRO -HYDRO Type 11 24 -hr 2.75 Rainfall= 2.75" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 11 Summary for Pond BP: Raingarden B Inflow Area = 0.800 ac, 60.61 % Impervious, Inflow Depth = 1.46" for 2.75 event Inflow = 1.97 cfs @ 11.93 hrs, Volume= 0.098 of Outflow = 1.82 cfs @ 11.97 hrs, Volume= 0.120 af, Atten= 8 %, Lag= 2.1 min Primary = 1.82 cfs @ 11.97 hrs, Volume= 0.083 of 'Secondary = 0.01 cfs @ 11.97 hrs, Volume= 0.037 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 908.50' Surf.Area= 0.029 ac Storage= 0.029 of Peak Elev= 908.76'@ 11.97 hrs Surf.Area= .0.033 ac Storage= 0.037 of (0.008 of above start) Plug -Flow detention time= 552.8 min calculated for 0.091 of (93% of inflow) Center -of -Mass det. time= 345.9 min ( 1,157.0 - 811.1 ) Volume Invert Avail.Storage Storage Description #1 907.00' 0.049 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 907.00 0.011 0.000 0.000 907.50 0.016 0.007 0.007 908.00 0.022 0.010 0.016 909.00 0.037 0.029 0.046 909.10 0.037 0.004 0.049 Device Routing Invert Outlet Devices #1 Primary 908.50' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Secondary 907.00' 0.250 in /hr Exfiltration over Surface area Primary OutFlow Max =1.77 cfs @ 11.97 hrs HW= 908.76' (Free Discharge) t--1 =Broad-Crested Rectangular Weir (Weir Controls 1.77 cfs @ 1.37 fps) S econdary OutFlow Max =0.01 cfs @ 11.97 hrs HW= 908.76' (Free Discharge) 2= Exfiltration .(Exfiltration Controls 0.01 cfs) 112053 - PRO -HYDRO Type 11 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 02011 HydroCAD Software Solutions LLC Page 12 Time span =0.00 -72.00 hrs, dt =0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind method - Pond routing by Stor -Ind method Subcatchment1S: LANDSCAPE RunoffArea =4.260 ac 46.95% Impervious Runoff Depth= 2.64" Tc =25.0 min CN =85 Runoff- 0.89 cfs 0.936 of Subcatchment2S: North Bay RunoffArea= 25.000 ac 0.00% Impervious Runoff Depth= 2.64" Tc =20.0 min CN =85 Runoff =72.77 cfs 5.494 of Subcatchment6S: Ex. Wetland Runoff Area = 157.651 sf 4.80% Impervious Runoff Depth= 2.05" Tc =10.0 min CN =78 Runoff =11.23 cfs 0.618 of SubcatchmentAS: RaingardenA RunoffArea= 22.089 sf 63.14% Impervious Runoff Depth= 3.01" Tc =0.0 min CN =89 Runoff =2.95 cfs 0.127 of SubcatchmentBS: Raingarden B Runoff Area = 12.771 sf 56.25% Impervious Runoff Depth= 2.92" Tc =10.0 min CN =88 Runoff =1.26 cfs 0.071 of SubcatchmentNEW: LAKEVIEW RunoffArea= 746.927 sf 63.84% Impervious Runoff Depth= 3.01" Tc =15.0 min CN =89 Runoff =64.79 cfs 4.303 of SubcatchmentNEW NE: NE POND NEW RunoffArea =1.867 ac 16.07% Impervious Runoff Depth= 2.05" Tc =10.0 min CN =78 Runoff =5.79 cfs 0.319 of Reach 1 R: LANSCAPE POND Avg. Flow Depth =1.28' Max Vet =0.87 fps Inflow =11.89 cfs 6.891 of n =0.300 L= 640.0' S=0.0375'/' Capacity =39.31 cfs Outflow =9.81 cfs 6.855 of Pond 2P: POND 2 Peak EIev= 880.73' Storage =7,926 cf Inflow =9.91 cfs 7.451 of 18.0" Round Culvert n =0.013 L =35.0' S=0.0429'/' Outflow =8.44 cfs 7.427 of Pond 3P: POND 1 Peak EIev= 875.74' Storage= 154.091 cf Inflow =68.44 cfs 11.730 of 33.0" Round Culvert n =0.013 L =40.0' S= 0.0250'/' Outflow =28.60 cfs 10.997 of Pond 4P: existing pond in North Bay Peak EIev= 870.13' Storage =4.780 of Inflow= 101.58 cfs 16.491 of Primary=41.82 cfs 16.431 of Secondary=0.00 cfs 0.000 of Outflow =41.82 cfs 16.431 of Pond 6P: Ex. Wetland Peak EIev= 905.05' Storage= 28.325 cf Inflow =14.17 cfs 0.856 of Outflow =0.29 cfs 0.248 of Pond AP: RaingardenA Peak EIev= 908.83' Storage =0.032 of Inflow =2.95 cfs 0.127 of Primary=2.62 cfs 0.115 of Secondary=0.01 cfs 0.030 of Outflow =2.63 cfs 0.145 of Pond BP: Raingarden B Peak EIev= 908.89' Storage =0.042 of Inflow =3.51 cfs 0.186 of Primary=3.31 cfs 0.171 of Secondary=0.01 cfs 0.037 of Outflow =3.32 cfs 0.208 of Total Runoff Area = 52.694 ac Runoff Volume = 11.868 of Average Runoff Depth = 2.70" 73.61% Pervious= 38.788 ac 26.39% Impervious= 13.905 ac 112053 - PRO -HYDRO Type// 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1S: LANDSCAPE Runoff = 10.89 cfs @ 12.18 hrs, Volume= 0.936 af, Depth= 2.64" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (ac) CN Description 2.260 74 >75% Grass cover, Good, HSG C 2.000 98 Paved parking & roofs 4.260 85 Weighted Average 2.260 53.05% Pervious Area 2.000 46.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 2S: North Bay Runoff = 72.77 cfs @ 12.12 hrs, Volume= 5.494 af, Depth= 2.64" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (ac) CN Description 13.000 85 North bay 2.000 92 Lyman Blvd 10.000 84 townhomes west of North Bay 25.000 85 Weighted Average 25.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) ( ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 6S: Ex. Wetland Runoff = 11.23 cfs @ 12.02 hrs, Volume= 0.618 af, Depth= 2.05" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (sf) CN Description 7,570 98 Lakeside 7th 52,121 74 Lakeside 7th 97,960 79 Offsite Drainage 157,651 78 Weighted Average 150,081 95.20% Pervious Area 7,570 4.80% Impervious Area 112053 - PRO -HYDRO Type// 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment AS: Raingarden A Runoff = 2.95 cfs @ 11.89 hrs, Volume= 0.127 af, Depth= 3.01" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (sf) CN Description 13,946 98 Lakeside 7th 8,143 74 Lakeside 7th 22,089 89 Weighted Average 8,143 36.86% Pervious Area 13,946 63.14% Impervious Area Summary for Subcatchment BS: Raingarden B Runoff = 1.26 cfs @ 12.01 hrs, Volume= 0.071 af, Depth= 2.92" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (sf) CN Description 7,184 98 Lakeside 7th 5.587 74 Lakeside 7th 12,771 88 Weighted Average 5,587 43.75% Pervious Area 7,184 56.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment NEW: LAKEVIEW Runoff = 64.79 cfs @ 12.07 hrs, Volume= 4.303 af, Depth= 3.01" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (sf) CN Description 476,832 98 Paved parking & roofs 270,095 74 >75% Grass cover, Good, HSG C 746,927 89 Weighted Average 270,095 36.16% Pervious Area 476,832 63.84% Impervious Area 112053 - PRO -HYDRO Type // 24 -hr 4.2 Rainfall= 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 15 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 15 Summary for Subcatchment NEW NE: NE POND NEW Runoff = 5.79 cfs @ 12.02 hrs, Volume= 0.319 af, Depth= 2.05" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 4.2 Rainfall= 4.20" Area (ac) CN Description 1.567 74 >75% Grass cover, Good, HSG C 0.300 98 Paved parking & roofs 1.867 78 Weighted Average 1.567 83.93% Pervious Area 0.300 16.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Reach 1 R: LANSCAPE POND Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 19.41" for 4.2 event Inflow = 11.89 cfs @ 12.18 hrs, Volume= 6.891 af, Incl. 1.00 cfs Base Flow Outflow = 9.81 cfs @ 12.31 hrs, Volume= 6.855 af, Atten= 18 %, Lag= 7.7 min Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.87 fps, Min. Travel Time= 12.3 min Avg. Velocity = 0.45 fps, Avg. Travel Time= 23.6 min Peak Storage= 7,220 cf @ 12.31 hrs Average Depth at Peak Storage= 1.28' Bank -Full Depth= 2.50' Flow Area= 31.3 sf, Capacity= 39.31 cfs 5.00' x 2.50' deep channel, n= 0.300 Side Slope Z- value= 3.0'f Top Width= 20.00' Length= 640.0' Slope= 0.03757' Inlet Invert= 904.00', Outlet Invert= 880.00' 112053 - PRO -HYDRO Type// 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 16 Summary for Pond 2P: POND 2 Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 20.99" for 4.2 event Inflow = 9.91 cfs @ 12.31 hrs, Volume= 7.451 af, Incl. 0.10 cfs Base Flow Outflow = 8.44 cfs @ 12.46 hrs, Volume= 7.427 af, Atten= 15 %, Lag= 9.2 min Primary = 8.44 cfs @ 12.46 hrs, Volume= 7.427 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 879.00' Surf.Area= 2,016 sf Storage= 3,028 cf Peak Elev= 880.73'@ 12.46 hrs Surf.Area= 3,863 sf Storage= 7,926 cf (4,898 cf above start) Plug -Flow detention time= 54.9 min calculated for 7.357 of (99% of inflow) Center -of -Mass det. time= 7.4 min ( 2,012.0 - 2,004.7 ) Volume Invert Avail.Storage Storage Description #1 876.00 13,923 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic4eet) (cubic -feet) 876.00 252 0 0 877.00 715 484 484 878.00 1,179 947 1,431 879.00 2,016 1,598 3,028 880.00 2,853 2,435 5,463 882.00 5,607 8,460 13,923 Device Routing Invert Outlet Devices #1 Primary 879.00' 18.0" Round Culvert L= 35.0' - RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.00'/ 877.50' S= 0.0429 'P Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutF low Max =8.42 cfs @ 12.46 hrs HW= 880.73' (Free Discharge) L1 = Culvert (Inlet Controls 8.42 cfs @ 4.77 fps) Summary for Pond 3P: POND 1 Inflow Area = 21.407 ac, 60.48% Impervious, Inflow Depth > 6.58" for 4.2 event Inflow = 68.44 cfs @ 12.07 hrs, Volume= 11.730 of Outflow = 28.60 cfs @ 12.10 hrs, Volume= 10.997 af, Atten= 58 %, Lag= 1.8 min Primary = 28.60 cfs @ 12.10 hrs, Volume= 10.997 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0 sf Storage= 68,390 cf Peak Elev= 875.74' @ 12.31 hrs Surf.Area= 0 sf Storage= 154,091 cf (85,701 cf above start) Plug -Flow detention time= 752.7 min calculated for 9.427 of (80% of inflow) Center -of -Mass det. time= 100.1 min (1,669.7 - 1,569.6 ) 112053 - PRO -HYDRO Type ll 24 -hr 4.2 Rainfall= 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 17 Volume Invert Avail.Storage Storage Description #1 860.00' 230,738 cf Custom Stage DataListed below Elevation Inc.Store Cum.Store (feet) (cubic -feet) (cubic -feet) 860.00 0 0 862.00 2,178 2,178 864.00 6,098 8,276 866.00 9,148 17,424 868.00 12,197 29,621 870.00 15,682 45,303 871.00 23,087 68,390 872.00 26,136 94,526 874.00 30,056 124,582 876.00 33,977 158,559 877.00 34,282 192,841 878.00 37,897 230,738 Device Routing Invert Outlet Devices #1 Primary 872.00' 33.0" Round Culvert L= 40.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 872.00'/ 871.00' S= 0.0250 'P Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 5.94 sf Primary OutFlow Max =28.60 cfs @ 12.10 hrs HW= 874.99' TW= 873.99' (TW follows 1.00' below HW) t1 = Culvert (Inlet Controls 28.60 cfs @ 4.81 fps) - Summary for Pond 4P: existing pond in North Bay Inflow Area = 46.407 ac, 27.90% Impervious, Inflow Depth > 4.26" for 4.2 event Inflow = 101.58 cfs @ 12.12 hrs, Volume = 16.491 of Outflow = 41.82 cfs @ 12.64 hrs, Volume= 16.431 af, Atten= 59 %, Lag= 31.2 min Primary = 41.82 cfs @ 12.64 hrs, Volume= 16.431 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 of Peak Elev= 870.13'@ 12.64 hrs Surf.Area= 0.878 ac Storage= 4.780 of (2.455 of above start) Plug -Flow detention time= 504.8 min calculated for 14.106 of (86% of inflow) Center -of -Mass det. time= 22.2 min ( 1,410.2 - 1,388.1 ) Volume Invert Avail.Storage Storage Description #1 860.00' 6.495 of Custom Stage Data (Prismatic)Listed below (Recalc) 112053 - PRO -HYDRO Type 11 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here) Printed 8/3/2012 HydroCADO 10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 18 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 860.00 0.190 0.000 0.000 862.00 0.250 0.440 0.440 864.00 0.330 0.580 1.020 866.00 0.420 0.750 1.770 867.00 0.690 0.555 2.325 868.00 0.750 0.720 3.045 870.00 0.870 1.620 4.665 871.00 0.930 0.900 5.565 872.00 0.930 0.930 6.495 Device Routing Invert Outlet Devices #1 Primary 867.00' 12.5' long Sharp- Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #2 Device 1 863.00' 30.0" Round Culvert L= 50.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 863.00'/862.75' S=0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #3 Secondary 870.50' 25.0' long x 4.0' 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 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 =41.82 cfs @ 12.64 hrs HW= 870.13' TW= 867.00' (Fixed TW Elev= 867.00') Lt Sharp- Crested Vee/Trap Weir (Passes 41.82 cfs of 226.79 cfs potential flow) 2= Culvert (Inlet Controls 41.82 cfs @ 8.52 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 867.00' (Free Discharge) 3= 13road - Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 6P: Ex. Wetland Inflow Area = 4.419 ac, 14.91 % Impervious, Inflow Depth > 2.32" for 4.2 event Inflow = 14.17 cfs @ 12.01 hrs, Volume= 0.856 of Outflow = 0.29 cfs @ 17.61 hrs, Volume= 0.248 af, Atten =. 98 %, Lag= 336.3 min Primary = 0.29 cfs @ 17.61 hrs, Volume= 0.248 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Peak Elev= 905.05'@ 17.61 hrs Surf.Area= 39,787 sf Storage= 28,325 cf Plug -Flow detention time= 792.9 min calculated for 0.248 of (29% of inflow) Center -of -Mass det. time= 563.6 min ( 1,477.7 - 914.1 ) Volume Invert Avail.Storage Storage Description #1 904.00' 77,193 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 904.00 14,224 0 0 906.00 62,969 77,193 77,193 112053 - PRO -HYDRO Type// 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 19 Device Routing Invert Outlet Devices #1 Primary 905.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.29 cfs @ 17.61 hrs HW= 905.05' (Free Discharge) L1 = Broad - Crested Rectangular Weir (Weir Controls 0.29 cfs @ 0.59 fps) Summary for Pond AP: Raingarden A Inflow Area = 0.507 ac, 63.14% Impervious, Inflow Depth= 3.01" for 4.2 event Inflow = 2.95 cfs @ 11.89 hrs, Volume= 0.127 of Outflow = 2.63 cfs @ 11.91 hrs, Volume= 0.145 af, Atten= 11%, Lag= 1.3 min Primary = 2.62 cfs @ 11.91 hrs, Volume= 0.115 of Secondary = 0.01 cfs @ 11.91 hrs, Volume= 0.030 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 908.50' Surf.Area= 0.025 ac Storage= 0.022 of Peak Elev= 908.83'@ 11.91 hrs Surf.Area= 0.030 ac Storage= 0.032 of (0.009 of above start) Plug -Flow detention time= 333.4 min calculated for 0.122 of (96% of inflow) Center -of -Mass det. time= 232.2 min ( 1,024.1 - 792.0 ) Volume Invert Avail.Storage Storage Description #1 907.00' 0.037 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 907.00 0.007 0.000 0.000 907.50 0.012 0.005 0.005 908.00 0.017 0.007 0.012 909.00 0.033 0.025 0.037 Device Routing Invert Outlet Devices . #1 Primary 908.50' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Secondary 907.00' 0.250 in /hr Exfiltration over Surface area Primary OutFlow Max =2.55 cfs @ 11.91 hrs HW= 908.83' (Free Discharge) L1= Broad - Crested Rectangular Weir(Weir Controls 2.55 cfs @ 1.55 fps) Secondary OutFlow Max =0.01 cfs @ 11.91 hrs HW= 908.83' (Free Discharge) 2= Exfiltration ( Exfiltration Controls 0.01 cfs) 112053 - PRO -HYDRO Type 11 24 -hr 4.2 Rainfall = 4.20" Prepared by {enter your company name here} Printed 8/3/2012 HydroCADO 10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 20 Summary for Pond BP: Raingarden B Inflow Area = 0.800 ac, 60.61% Impervious, Inflow Depth= 2.79" for 4.2 event Inflow = 3.51 cfs @ 11.93 hrs, Volume= 0.186 of Outflow = 3.32 cfs @ 11.96 hrs, Volume= 0.208 af, Atten= 5 %, Lag= 1.8 min Primary. = 3.31 cfs @ 11.96 hrs, Volume= 0.171 of Secondary = 0.01 cfs @ 11.96 hrs, Volume= 0.037 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 908.50' Surf.Area= 0.029 ac Storage= 0.029 of Peak Elev= 908.89'@ 11.96 hrs Surf.Area= 0.035 ac Storage= 0.042 of (0.013 of above start) Plug -Flow detention time= 292.1 min calculated for 0.179 of (96% of inflow) Center -of -Mass det. time= 205.6 min ( 1,004.6 - 799.0 ) Volume Invert Avail.Storage Storage Description #1 907.00' 0.049 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 907.00 0.011 0.000 0.000 907.50 0.016 0.007 0.007 908.00 0.022 0.010 0.016 909.00 0.037 0.029 0.046 909.10 0.037 0.004 0.049 Device Routing Invert Outlet Devices #1 Primary 908.50' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 . #2 Secondary 907.00' 0.250 in /hr Exfiltration over Surface area Primary OutFlow Max =3.25 cfs @ 11.96 hrs HW= 908.89' (Free Discharge) 't--1 =Broad-Crested Rectangular Weir (Weir Controls 3.25 cfs @ 1.69 fps) $ econdary OutFlow Max =0.01 cfs @ 11.96 hrs HW= 908.89' (Free Discharge) 2= Exfiltration (Exfiltration Controls 0.01 cfs) 112053 - PRO -HYDRO Type// 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 21 Time span =0.00 -72.00 hrs, dt =0.05 hrs, 1441 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind method - Pond routing by Stor -Ind method Subcatchment1S: LANDSCAPE RunoffArea =4.260 ac 46.95% Impervious Runoff Depth= 4.30" Tc =25.0 min CN =85 Runoff =17.56 cfs 1.527 of Subcatchment2S: North Bay RunoffArea= 25.000 ac 0.00% Impervious Runoff Depth= 4.30" Tc =20.0 min CN =85 Runoff = 117.11 cfs 8.964 of Subcatchment6S: Ex. Wetland Runoff Area = 157.651 sf 4.80% Impervious Runoff Depth= 3.58" Tc =10.0 min CN =78 Runoff =19.48 cfs 1.079 of SubcatchmentAS: RaingardenA RunoffArea= 22.089 sf 63.14% Impervious Runoff Depth= 4.74" Tc =0.0 min CN =89 Runoff =4.49 cfs 0.200 of Subcatchment6S: Raingarden B RunoffArea= 12.771 sf 56.25% Impervious Runoff Depth= 4.63" Tc =10.0 min CN =88 Runoff =1.95 cfs 0.113 of SubcatchmentNEW: LAKEVIEW - RunoffArea= 746.927 sf 63.84% Impervious Runoff Depth= 4.74" Tc =15.0 min CN =89 Runoff =99.66 cfs 6.767 of SubcatchmentNEW NE: NE POND NEW RunoffArea =1.867 ac 16.07% Impervious Runoff Depth= 3.58" Tc =10.0 min CN =78 Runoff =10.05 cfs 0.557 of Reach 1 R: LANSCAPE POND Avg. Flow Depth =1.61' Max Vet =0.99 fps Inflow =18.56 cfs 7.482 of n =0.300 L= 640.0' S= 0.0375 T Capacity =39.31 cfs Outflow =15.66 cfs 7.446 of Pond 2P: POND 2 Peak Elev= 881.68' Storage= 12.182 cf Inflow =15.76 cfs 8.042 of 18.0" Round Culvert n =0.013 L =35.0' S= 0.0429 T Outflow =11.81 cfs 8.018 of Pond 3P: POND 1 Peak Elev= 877.25' Storage= 202.413 cf Inflow= 105.32 cfs 14.785 of 33.0" Round Culvert n =0.013 L =40.0' S= 0.0250'/' Outflow =28.60 cfs 14.052 of Pond 4P: existing pond in North Bay Peak Elev= 871.11' Storage =5.671 of Inflow= 145.71 cfs 23.016 of Primary=47.94 cfs 21.925 of Secondary=32.29 cfs 1.029 of Outflow =80.23 cfs 22.955 of Pond 6P: Ex. Wetland Peak EIev= 905.20' Storage= 34.455 cf Inflow =23.96 cfs 1.432 of Outflow =2.34 cfs 0.824 of Pond AP: RaingardenA Peak EIev= 908.95' Storage =0.035 of Inflow =4.49 cfs 0.200 of Primary=4.05 cfs 0.187 of Secondary=0.01 cfs 0.030 of Outflow =4.06 cfs 0.218 of Pond BP: Raingarden B Peak EIev= 909.02' Storage =0.047 of Inflow =5.40 cfs 0.300 of Primary=5.17 cfs 0.285 of Secondary=0.01 cfs 0.037 of Outflow =5.18 cfs 0.323 of Total Runoff Area = 52.694 ac Runoff Volume = 19.207 of Average Runoff Depth = 4.37" 73.61% Pervious= 38.788 ac 26.39 Impervious = 13.905 ac 112053- PRO -HYDRO Type// 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/312012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page .22 Summary for Subcatchment 1S: LANDSCAPE Runoff = 17.56 cfs @ 12.18 hrs, Volume= 1.527 af, Depth= 4.30" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (ac) CN Description 2.260 74 >75% Grass cover, Good, HSG C 2.000 98 Paved parking & roofs 4.260 85 Weighted Average 2.260 53.05% Pervious Area 2.000 46.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Summary for Subcatchment 2S: North Bay Runoff = 117.11 cfs @ 12.12 hrs, Volume= 8.964 af, Depth= 4.30" Runoff by SCS TR -20 method, UH =SCS, Time Span 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (ac) CN Description 13.000 85 North bay 2.000 92 Lyman Blvd _* 10.000 84 townhomes west of North Bay 25.000 85 Weighted Average 25.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment 6S: Ex. Wetland Runoff = 19.48 cfs @ 12.01 hrs, Volume= 1.079 af, Depth= 3.58" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (sf) CN Description 7,570 98 Lakeside 7th 52,121 74 Lakeside 7th 97,960 79 Offsite Drainage 157,651 78 Weighted Average 150,081 95.20% Pervious Area 7,570 4.80% Impervious Area 112053 - PRO -HYDRO Type-1124-hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 23 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment AS: Raingarden A Runoff = 4.49 cfs @ 11.89 hrs, Volume= 0.200 af, Depth= 4.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (sf) CN Description 13,946 98 Lakeside 7th 8,143 74 Lakeside 7th 22,089 89 Weighted Average 8,143 36.86% Pervious Area 13,946 63.14% Impervious. Area Summary for Subcatchment BS: Raingarden B Runoff = 1.95 cfs @ 12.01 hrs, Volume= 0.113 af, Depth= 4.63" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (sf) CN Description 7,184 98 Lakeside 7th 5,587 74 Lakeside 7th 12,771 88 Weighted Average 5,587 43.75% Pervious Area 7,184 56.25% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment NEW: LAKEVIEW Runoff = 99.66 cfs @ 12.06 hrs, Volume= 6.767 af, Depth= 4.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (sf) CN Description 476,832 98 Paved parking & roofs 270,095 74 >75% Grass cover, Good, HSG C 746,927 89 Weighted Average 270,095 36.16% Pervious Area 476,832 63.84% Impervious Area 112053 - PRO -HYDRO Type 11 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here) Printed 8/3/2012 HydroCADO 10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 24 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 15 Summary for Subcatchment NEW NE: NE POND NEW Runoff = 10.05 cfs @ 12.01 hrs, Volume= 0.557 af, Depth= 3.58" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Type II 24 -hr 6.0 Rainfall= 6.00" Area (ac) CN Description 1.567 74 >75% Grass cover, Good, HSG C 0.300 98 Paved parking & roofs 1.867 78 Weighted Average 1.567 83.93% Pervious Area 0.300 16.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Reach 1 R: LANSCAPE POND Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 21.08" for 6.0 event Inflow = 18.56 cfs @ 12.18 hrs, Volume= 7.482 af, Incl. 1.00 cfs Base Flow Outflow = 15.66 cfs @ 12.30 hrs, Volume= 7.446 af, Atten= 16 %, Lag= 7.0 min Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.99 fps, Min. Travel Time= 10.8 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 23.3 min Peak Storage= 10,156 cf @ 12.29 hrs Average Depth at Peak Storage= 1.61' Bank -Full Depth= 2.50' Flow Area= 31.3 sf, Capacity= 39.31 cfs 5.00' x 2.50' deep channel, n= 0.300 Side Slope Z- value= 3.0'f Top Width= 20.00' Length= 640.0' Slope= 0.03757' Inlet Invert= 904.00', Outlet Invert= 880.00' 112053 - PRO -HYDRO Type// 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 25 Summary for Pond 2P: POND 2 Inflow Area = 4.260 ac, 46.95% Impervious, Inflow Depth > 22.65" for 6.0 event Inflow = 15.76 cfs @ 12.30 hrs, Volume= 8.042 af, Incl. 0.10 cfs Base Flow Outflow = 11.81 cfs @ 12.50 hrs, Volume= 8.018 af, Atten= 25 %, Lag= 12.4 min Primary = 11.81 cfs @ 12.50 hrs, Volume= 8.018 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 879.00' Surf.Area= 2,016 sf Storage= 3,028 cf Peak Elev= 881.68'@ 12.50 hrs Surf.Area= 5,162 sf Storage= 12,182 cf (9,154 cf above start) Plug -Flow detention time= 51.7 min calculated for 7.948 of (99% of inflow) Center -of -Mass det. time= 7.4 min ( 1,923.8 - 1,916.5 ) Volume Invert Avail.Storage Storage Description #1 876.00' 13,923 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 876.00 252 0 0 877.00 715 484 484 878.00 1,179 947 1,431 879.00 2,016 1,598 3,028 880.00 2,853 2,435 5,463 882.00 5,607 8,460 13,923 Device Routing Invert Outlet Devices #1 Primary 879.00' 18.0" Round Culvert L= 35.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.00'/877.50' S= 0.0429 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max =11.81 cfs @ 12.50 hrs HW= 881.68' (Free Discharge) L1= Culvert (Inlet Controls 11.81 cfs @ 6.68 fps) Summary for Pond 3P: POND 1 Inflow Area = 21.407 ac, 60.48% Impervious, Inflow Depth > 8.29" for 6.0 event Inflow = 105.32 cfs @ 12.07 hrs, Volume= 14.785 of Outflow = 28.60 cfs @ 12.00 hrs, Volume= 14.052 af, Atten= 73 %, Lag= 0.0 min Primary = 28.60 cfs @ 12.00 hrs, Volume= 14.052 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 0 sf Storage= 68,390 cf Peak Elev= 877.25'@ 12.48 hrs Surf.Area= 0 sf Storage= 202,413 cf (134,023 cf above start) Plug -Flow detention time= 587.7 min calculated for 12.482 of (84% of inflow) Center -of -Mass det. time= 82.1 min ( 1,488.5 1,406.4 ) 112053 - PRO -HYDRO Type// 24 -hr 6.0 Rainfall= 6.00" Prepared by (enter your company name here) Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 @2011 HydroCAD Software Solutions LLC Page 26 Volume Invert Avail.Storage Storage Description #1 860.00' 230,738 cf Custom Stage DataListed below Elevation Inc.Store Cum.Store (feet) (cubic -feet) (cubic -feet) 860.00 0 0 862.00 2,178 2,178 864.00 6,098 8,276 866.00 9,148 17,424 868.00 12,197 29,621 870.00 15,682 45,303 871.00 23,087 68,390 872.00 26,136 94,526 874.00 30,056 124,582 876.00 33,977 158,559 877.00 34,282 192,841 878.00 37,897 230,738 Device, Routing Invert Outlet Devices #1 Primary 872.00' 33.0" Round Culvert L= 40.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 872.00'/871.00' S= 0.0250 T Cc= 0.900 n=0.013 Concrete pipe, bends & connections, Flow Area= 5.94 sf rimary OutF low Max =28.60 cfs @ 12.00 hrs HW= 875.08' TW= 874.08' (TW follows 1.00' below HW) F-1 =Culvert (Inlet Controls 28.60 cfs @ 4.81 fps) Summary for Pond 4P: existing pond in North Bay Inflow Area = 46.407 ac, 27.90% Impervious, Inflow Depth > 5.95" for 6.0 event Inflow = 145.71 cfs @ 12.12 hrs, Volume= 23.016 of Outflow = 80.23 cfs @ 12.37 hrs, Volume= 22.955 af, Atten= 45 %, Lag= 14.7 min Primary = 47.94 cfs @ 12.37 hrs, Volume= 21.925 of Secondary = 32.29 cfs @ 12.37 hrs, Volume= 1.029 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 of Peak Elev= 871.11' @ 12.37 hrs Surf.Area= 0.930 ac Storage= 5.671 of (3.346 of above start) Plug -Flow detention time= 361.4 min calculated for 20.615 of (90% of inflow)' Center -of -Mass det. time= 25.1 min ( 1,249.6 - 1,224.4 ) Volume Invert Avail.Storage Storage Description #1 860.00' 6.495 of Custom Stage Data (Prismatic)Listed below (Recalc) 112053 - PRO -HYDRO Type 11 24 -hr 6.0 Rainfall= 6.00" Prepared by {enter your company name here} Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Paae 27 Elevation Surf.Area Inc.Store Cum.Store _ (feet) (acres) (acre -feet) (acre -feet) 860.00 0.190 0.000 0.000 862.00 0.250 0.440 0.440 864.00 0.330 0.580 1.020 866.00 0.420 0.750 1.770 867.00 0.690 0.555 2.325 868.00 0.750 0.720 3.045 870.00 0.870 1.620 4.665 871.00 0.930 0.900 5.565 872.00 0.930 0.930 6.495 Device Routing Invert Outlet Devices #1 Primary 867.00' 12.5' long Sharp- Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) #2 Device 1 863.00' 30.0" Round Culvert L= 50.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 863.00'/ 862.75' S= 0.0050 'P Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #3 Secondary 870.50' 25.0' long x 4.0' 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 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 =47.90 cfs @ 12.37 hrs HW= 871.11' TW= 867.00' (Fixed TW Elev= 867.00') Lt Sharp- Crested. Vee/Trap Weir (Passes 47.90 cfs of 340.80 cfs potential flow) 2= Culvert (Inlet Controls 47.90 cfs @ 9.76 fps) Secondary OutFlow Max =31.84 cfs @ 12.37 hrs HW= 871.11' (Free Discharge) 3= Broad - Crested Rectangular Weir (Weir Controls 31.84 cfs @ 2.10 fps) Summary for Pond 6P: Ex. Wetland Inflow Area = 4.419 ac, 14.91 % Impervious, Inflow Depth > 3.89" for 6.0 event Inflow = 23.96 cfs @ 12.00 hrs, Volume= 1.432 of Outflow = 2.34 cfs @ 12.58 hrs, Volume= 0.824 af, Atten= 90 %, Lag= 34.9 min Primary = 2.34 cfs @ 12.58 hrs, Volume= 0.824 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Peak Elev= 905.20'@ 12.58 hrs Surf.Area= 43,380 sf Storage= 34,455 cf Plug -Flow detention time= 369.7 min calculated for 0.824 of (58% of inflow) Center -of -Mass det. time= 207.0 min ( 1,073.0 - 866.0) Volume Invert Avail.Storage Storage Description #1 904.00' 77,193 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 904.00 14,224 0 0 906.00 62,969 77,193 77,193 112053 - PRO -HYDRO Type 11 24 -hr 6.0 Rainfall= 6.00" Prepared by {enter your company name here) Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 © 2011 HydroCAD Software Solutions LLC Page 28 Device Routing Invert Outlet Devices #1 Primary 905.00' 10.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =2.34 cfs @ 12.58 hrs HW= 905.20' (Free Discharge) 't--1 =Broad-Crested Rectangular Weir (Weir Controls 2.34 cfs @ 1.19 fps) Summary for Pond AP: Raingarden A Inflow Area = 0.507 ac, 63.14% Impervious, Inflow Depth = 4.74" for 6.0 event Inflow = 4.49 cfs @ 11.89 hrs, Volume= 0.200 of Outflow = 4.06 cfs @ 11.91 hrs, Volume= 0.218 af, Atten= 9 %, Lag= 1.2 min Primary = 4.05 cfs @ 11.91 hrs, Volume= 0.187 of Secondary = 0.01 cfs @ 11.91 hrs, Volume = 0.030 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 908.50' Surf.Area= 0.025 ac Storage= 0.022 of Peak Elev= 908.95'@ 11.91 hrs Surf.Area= 0.032 ac Storage= 0.035 of (0.013 of above start) Plug -Flow detention time= 222.0 min calculated for 0.195 of (98% of inflow) Center -of -Mass det. time= 159.0 min ( 938.3 - 779.4 ) V_ olume Invert Avail.Storage Storage Description #1 907.00' 0.037 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 907.00 0.007 0.000 0.000 907.50 0.012 0.005 0.005 908.00 0.017 0.007 0.012 909.00 0.033 0.025 0.037 Device Routing Invert Outlet Devices #1 Primary 908.50' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Secondary 907.00' 0.250 in /hr Exfiltration over Surface area Primary OutFlow Max =3.97 cfs @ 11.91 hrs HW= 908.94' (Free Discharge) t1= 13road - Crested Rectangular Weir (Weir Controls 3.97 cfs @ 1.81 fps) S econdary OutFlow Max =0.01 cfs @ 11.91 hrs HW= 908.94' (Free Discharge) 2= Exfiltration ( Exfiltration Controls 0.01 cfs) 112053 - PRO -HYDRO Type// 24 -hr 6.0 Rainfall = 6.00" Prepared by {enter your company name here) Printed 8/3/2012 HydroCAD ®10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC Page 29 Summary for Pond BP: Raingarden B Inflow Area = 0.800 ac, 60.61 % Impervious, Inflow Depth= 4.50" for 6.0 event Inflow = 5.40 cfs @ 11.92 hrs, Volume = 0.300 of Outflow = 5.18 cfs @ 11.95 hrs, Volume= 0.323 af, Atten= 4 %, Lag= 1.7 min Primary = 5.17 cfs @ 11.95 hrs, Volume= 0.285 of Secondary = 0.01 cfs @ 11.96 hrs, Volume= 0.037 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.05 hrs Starting Elev= 908.50' Surf.Area= 0.029 ac Storage= 0.029 of Peak Elev= 909.02'@ 11.95 hrs Surf.Area= 0.037 ac Storage= 0.047 of (0.017 of above start) Plug -Flow detention time= 186.8 min calculated for 0.293 of (98% of inflow) Center -of -Mass det. time= 136.9 min ( 924.3 - 787.4-) Volume Invert Avail.Storage Storage Description #1 907.00' 0.049 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 907.00 0.011 0.000 0.000 907.50 0.016 0.007 0.007 908.00 0.022 0.010 0.016 909.00 0.037 0.029 0.046 909.10 0.037 0.004 0.049 Device Routing Invert Outlet Devices #1 Primary 908.50' 5.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Secondary 907.00' 0.250 in /hr Exfiltration over Surface area Primary OutFlow Max =5.14 cfs @ 11.95 hrs HW= 909.02'. (Free Discharge) L1 =Broad -Crested Rectangular Weir (Weir Controls 5.14 cfs @ 1.98 fps) $ econdary OutFlow Max =0.01 cfs @ 11.96 hrs HW= 909.02' (Free Discharge) 2= Exfiltration (Exfiltration Controls 0.01 cfs)