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Preliminary Storm Water Runoff Calcs 10-14-05 PRELIMINARY STORM WATER RUNOFF CALCULATIONS Stonefield Chanhassen, MN Prepared for: Prepared by: Plowshares Development, LLC. 1851 Lake Drive West, Suite 550 Chanhassen, MN 55317 Westwood Professional Services, Inc. 7599 Anagram Drive Eden Prairie, MN 55344 Phone (952) 937-5150, Fax (952) 937-5822 October 14, 2005 Project # 2005-1114.00 CITY OF CHANHAsseN RECEIVED OCT 1 4 2005 CHANHASSEM PLANNING DEPT SUMMARY The attached storm water runoff and ponding calculations are based on Nationwide Urban Runoff Program (NURP) and The Soil Conservation Service Synthetic Unit Hydrograph Method incorporated into the software program Hydraflow by Intelisolve, version 7.10. An existing pond located on the east property boundary was expanded into the project to provide additional flood and treatment storage to provide both rate control and quality control for the proposed development. The goal for rate control on this project was not to exceed existing discharge rates for the 10 and 100-year events. The goal for quality control was to obtain a phosphorus removal efficiency of 60% or greater for the storm water contributed by the property by using "PONDNET" by William Walker. SITE CONDITIONS The site consists of Type US" soils, and curve numbers were obtained from "Technical Release 55: Urban Hydrology for Small Watersheds." A curve number of 55 was used for the existing condition of woods, 70 for existing residential, 78 for crops, 98 for impervious surfaces, 61 for maintained grass and 74 for farmstead. For the proposed conditions a curve number of 72 was used for residential single-family development. Refer to attachments for existing and proposed drainage areas. ROUTING Under existing conditions, 94.85 acres of existing development drains to an existing storm water pond system ultimately discharging to a ravine located along the southeast boundary of the site. Another 3.64 acres of existing development and open area drains to an existing temporary pond discharging to the ravine and the remaining 26.28 acres surface drains directly to the existing ravine. Under post-development conditions, 96.78 acres of existing development and 21.49 acres of diverted offsite drainage and proposed development drain to an existing storm water pond system expanded for the proposed development and discharged to the existing ravine. The remaining 6.55 acres of rear yard area surface drains directly to the ravine. RATE CONTROL An evaluation was made for both the pre-development and post-development peak runoff rates for the entire site. Sy diverting 23.42 additional acres of drainage to the storm water pond system and installing an additional 33" outlet to the expanded pond the peak runoff rates were within rate control requirements. The following is a table summarizing pre-development and post-development peak runoff rates for the 10-year, and 100-year storms: PEAK RUNOFF RATES Pre-Development Post-Develooment Drainage 10 yr 1 00 yr 10 yr 1 00 yr (cfs) (cfs) (cfs) ( cfs-) Existing Temporary 4.61 7.76 ------ ------ Pond ExistinQ Pond System 43.64 116.08 49.14 108.10 Surface Drainage 27.16 55.53 4.81 11.07 Directlv to Ravine Peak Discharge to 50.77 135.36 50.40 110.97 Ravine *The peak discharge to ravine flows were determined by combining all the discharge hydrographs into a reach to account for time lag differences. .WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 SUMMARY The following is a table summarizing the rate control pond system: Pond Drainage Area acre 94.85 NWL (feet) 1 OO-yr Discharge cfs 116.08 Existing Pond Proposed Pond 917.0 118.27 917.0 5.15 920.9 7.05 163.15 108.10 921.0 WATER QUALITY The PONDNET model was used to determine the phosphorus removal efficiency of the proposed pond. The added pond phosphorus loading is 55.2 Ibs/yr and the increase in removal is 44.4 Ibs/yr providing a removal efficiency for the proposed development of 80.4% I hereby certify that this 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. ~p$l ~r Curtis R. Nett, P.E. License. No. 44198 /0//# /05 Date .WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 ..J -J < .. () N:g '" Q- .5 !oJ (5- g:~ ,..!. ._ ... II) " "'N i ~ 16 .. < ",:6 .at-CDt 1! III 2: ~a::~~ :I: l.&J >. u.. ~:I: 5~ _ ~ e 15 .-' U . c ....::1 )l 0 N 5 .. l!l ~ 0 on ... 0 ~ . '" J .I 0 $ 0 N X ~ '0 M - I -I \ \ I '> , \ \ --=- _ _ "', <...,-HOd \" - - - -r:=rr- \\ \ i\ /......~ \ ) I I ""\ / /.... \ I L ! I / 1,/(,.\ 1-- / ( j{\i\\ I -/-j \ \ \ \.J I " '-, I C...........""..'" ) \ I "'-,>.. 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HydroCAOO 7.10 sIn 002351 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr 10-year Rainfal/=4.20" Page 2 1 0/14/2005 Runoff Subcatchment DA-1: EXISTING DEVELOPMENT = 67.77 cfs @ 12.69 hrs, Volume= 10.205 af, Depth> 1.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=4.20" Area (ac) 85.260 7.510 2.080 94.850 CN Description 70 1/2 acre lots, 25% imp, HSG B 61 > 75% Grass cover, Good, HSG B 98 Paved roads wlcurbs & sewers 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 61.8 1,600 0.0100 0.4 Lag/CN Method, Runoff Subcatchment DA-2: TEMP DRAINAGE = 8.82 cfs @ 12.02 hrs, Volume= 0.441 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=4.20" Area (ac) 2.380 0.770 0.490 3.640 CN Description 70 1/2 acre lots, 25% imp, HSG B 61 > 75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 72 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 9.8 455 0.0480 0.8 Lag/CN Method, Runoff Subcatchment DA-3: EXISTING GOERS PROPERTY = 27.16 cfs @ 12.32 hrs, Volume= 2.730 af, Depth> 1.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=4.20" Area (ac) 1.030 5.210 6.210 10.570 3.260 26.280 CN Description 70 1/2 acre lots, 25% imp, HSG B 74 Farmsteads, HSG B 55 Woods, Good, HSG B 78 Row crops, straight row, Good, HSG B 61 >75% Grass cover, Good, HSG B 69 Weighted Average 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCAOO 7.10 sin 002351 @2005 HydroCAD Software Solutions LLC Type 1/24-hr 10-year Rainfal/=4.20" Page 3 1 0/14/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 34.3 1,650 0.0360 0.8 Lag/CN Method, Inflow Area = Inflow = Outflow = Reach 1 R: PRE COMBINED 124.770 ac, Inflow Depth> 1.18" for 1 O-year event 50.77 cfs @ 13.12 hrs, Volume= 12.219 af 50.77 cfs @ 13.12 hrs, Volume= 12.219 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Outflow = Primary = Pond 2P: EXISTING TEMP POND 3.640 ac, Inflow Depth> 1.45" 8.82 cfs @ 12.02 hrs, Volume= 4.61 cfs @ 12.14 hrs, Volume= 4.61 cfs @ 12.14 hrs, Volume= for 1 O-year event 0.441 af 0.427 af, Atten= 48%, Lag= 7.3 min 0.427 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 923.78' @ 12.14 hrs Surf.Area= 5,374 sf Storage= 5,122 cf Plug-Flow detention time= 31.1 min calculated for 0.426 af (97% of inflow) Center-ot-Mass del. time= 19.4 min ( 823.6 - 804.3 ) Volume #1 Elevation (feet) 922.50 925.00 Device Routing #1 Primary #2 Primary Invert 922.50' Avail.Storage Storage Description 13,250 cf Custom Stage Data (Prismatic)..isted below (Recalc) Surf.Area (sq-ft) 2,600 8,000 Inc.Store ( cubic-feet) o 13,250 Cum.Store ( cubic-feet) o 13,250 Invert Outlet Devices 922.50' 18.0" x 65.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 922.25' S= 0.0038 'I' Cc= 0.900 n= 0.013 924.60' 4.0' long x 3.0' 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 Coet. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=4.58 cfs @ 12.14 hrs HW=923.78' (Free Discharge) t1=Culvert (Barrel Controls 4.58 cfs @ 3.8 tps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cts) 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCAOO 7.10 sIn 002351 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr 10-year Rainfall=4.20" Page 4 1 0/14/2005 I nflow Area = Inflow = Outflow = Primary = Pond P-1: EXISTING POND 94.850 ac, Inflow Depth> 1.29" 67.77 cfs @ 12.69 hrs, Volume= 43.64 cfs @ 13.16 hrs, Volume= 43.64 cfs @ 13.16 hrs, Volume= tor 1 O-year event 10.205 af 9.062 at, Atten= 36%, Lag= 28.0 min 9.062 at Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 919.30' @ 13.16 hrs Surf.Area= 71,736 sf Storage= 138,832 cf Plug-Flow detention time= 85.4 min calculated for 9.062 af (89% of inflow) Center-of-Mass del. time= 52.0 min ( 898.9 - 846.9 ) Volume #1 Elevation (feet) 917.00 918.00 920.00 922.00 Device #1 #2 Routing Primary Primary Invert 917.00' Avail.Storage Storage Description 363,450 cf Custom Stage Data (Prismatic}Jsted below (Recalc) Surf.Area (sq-ft) 50,400 58,420 78,950 92,720 Inc.Store (cubic-feet) o 54,410 137,370 171,670 Cum.Store ( cubic-feet) o 54,410 191,780 363,450 Invert Outlet Devices 916.96' 48.0" x 17.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 916.89' S= 0.0041 '/' Cc= 0.900 n= 0.013 918.83' 20.0' long x 5.0' 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=43.59 cfs@ 13.16 hrs HW=919.30' (Free Discharge) t1=Culvert (Barrel Controls 27.22 cfs @ 5.1 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 16.37 cfs @ 1.8 fps) 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCAOO 7.10 sIn 002351 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr tOO-year Rainfal/=6.OO" Page 5 1 0/14/2005 Subcatchment DA-1: EXISTING DEVELOPMENT Runoff = 136.42 cfs @ 12.67 hrs, Volume= 19.886 af, Depth> 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.00" Area (a c) 85.260 7.510 2.080 94.850 CN Description 70 1/2 acre lots, 25% imp, HSG B 61 >75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 70 WE::lighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 61.8 1,600 0.0100 0.4 Lag/CN Method, Runoff Subcatchment DA-2: TEMP DRAINAGE = 16.64 cfs @ 12.01 hrs, Volume= 0.835 af, Depth> 2.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.00" Area (ac) 2.380 0.770 0.490 3.640 CN Description 70 1/2 acre lots, 25% imp, HSG B 61 > 75% Grass cover, Good, HSG B 98 Paved roads w/curbs & sewers 72 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 9.8 455 0.0480 0.8 Lag/CN Method, Runoff Subcatchment DA-3: EXISTING GOERS PROPERTY = 55.53 cfs @ 12.31 hrs, Volume= 5.382 af, Depth> 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.00" Area (ac) 1.030 5.210 6.210 10.570 3.260 26.280 CN Description 70 1/2 acre lots, 25% imp, HSG B 74 Farmsteads, HSG B 55 Woods, Good, HSG B 78 Row crops, straight row, Good, HSG B 61 > 75% Grass cover, Good, HSG B 69 Weighted Average 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCA[)@ 7.10 sIn 002351 @ 2005 HydroCAD Software Solutions LLC Type" 24-hr 100-year Rainfal/=6.OO" Page 6 1 0/14/2005 T c Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 34.3 1,650 0.0360 0.8 Lag/CN Method, Inflow Area = Inflow = Outflow = Reach 1 R: PRE COMBINED 124.770 ac, Inflow Depth> 2.36" for 1 OO-year event 135.36 cfs @ 12.87 hrs, Volume= 24.576 af 135.36 cfs @ 12.87 hrs, Volume= 24.576 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Inflow Area = Inflow = Outflow = Primary = Pond 2P: EXISTING TEMP POND 3.640 ac, Inflow Depth> 2.75" 16.64 cfs @ 12.01 hrs, Volume= 7.76 cfs @ 12.15 hrs, Volume= 7.76 cfs @ 12.15 hrs, Volume= for 1 OO-year event 0.835 af 0.817 af, Atten= 53%, Lag= 8.1 min 0.817 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 924.55'@ 12.15 hrs Surf.Area= 7,037 sf Storage= 9,897 cf Plug-Flow detention time=26.7 min calculated for 0.817 af (98% of inflow) Center-of-Mass del. time= 18.3 min ( 809.2 - 790.9 ) Volume #1 Elevation (feet) 922.50 925.00 Device #1 #2 Routing Primary Primary Invert 922.50' Avail.Storage Storage Description 13,250 cf Custom Stage Data (PrismaticJ-isted below (Recalc) Surf.Area (sq-ft) 2,600 8,000 Inc.Store ( cubic-feet) o 13,250 Cum.Store (cubic-feet) o 13,250 Invert Outlet Devices 922.50' 18.0" x 65.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 922.25' S= 0.0038 'I' Cc= 0.900 n= 0.013 924.60' 4.0' long x 3.0' 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 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=7.75 cfs @ 12.15 hrs HW=924.55' (Free Discharge) t1=Culvert (Barrel Controls 7.75 cfs @ 4.4 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCAOO 7.10 sIn 002351 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr 100-year Rainfal/=6.00" Page 7 1 0/14/2005 Pond P-1: EXISTING POND Inflow Area = Inflow = Outflow = Primary = 94.850 ac, Inflow Depth> 2.52" 136.42 cfs @ 12.67 hrs, Volume= 116.08 cfs @ 12.92 hrs, Volume= 116.08 cfs @ 12.92 hrs, Volume= for 1 OO-year event 19.886 af 18.377 af, Atten= 15%, Lag= 15.1 min 18.377 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 920.05' @ 12.92 hrs Surf.Area= 79,301 sf Storage= 195,820 cf Plug-Flow detention time=57.9 min calculated for 18.316 af (92% of inflow) Center-of-Mass del. time= 34.0 min ( 868.1 - 834.1 ) Volume #1 Invert 917.00' Avail.Storage Storage Description 363,450 cf Custom Stage Data (Prismatic)Jsted below (Recalc) Elevation (feet) 917.00 918.00 920.00 922.00 Surf.Area (sQ-ft) 50,400 58,420 78,950 92,720 Inc.Store ( cubic-feet) o 54,410 137,370 171,670 Cum.Store ( cubic-feet) o 54,41 0 191,780 363,450 Device Routing #1 Primary #2 Primary Invert Outlet Devices 916.96' 48.0" x 17.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 916.89' S= 0.0041 'I' Cc= 0.900 n= 0.013 918.83' 20.0' long x 5.0' 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=115.86 cfs@ 12.92 hrs HW=920.05' (Free Discharge) t1=Culvert (Barrel Controls 44.28 cfs @ 5.9 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 71.58 cfs @ 2.9 fps) 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCAOO 7.10 sin 002351 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr to-year Rainfal/=4.20" Page 8 1 0/14/2005 Runoff = Subcatchment 1S: PROPOSED REAR YARDS 4.81 cfs @ 12.35 hrs, Volume= 0.521 af, Depth> 0.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=4.20" Area (a c) 0.600 3.330 2.620 6.550 CN Description 98 Paved parking & roofs 61 > 75% Grass cover, Good, HSG B 60 Woods, Fair, HSG B 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 35.1 800 0.0140 0.4 Lag/CN Method, Runoff Subcatchment DA-4: PROPOSED PROPERTY = 26.85 cfs @ 12.27 hrs, Volume= 2.463 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=4.20" Area (a c) 14.070 5.210 2.210 21.490 CN Description 72 1/3 acre lots, 30% imp, HSG B 74 Farmsteads, HSG B 61 > 75% Grass cover, Good, HSG B 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (cfs) 30.6 1,450 0.0330 0.8 Lag/CN Method, Runoff = Subcatchment DA-5: POST EXISTING DEVELOPMENT 69.15 cfs @ 12.69 hrs, Volume= 10.413 af, Depth> 1.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-year Rainfall=4.20" Area (ac) 85.260 2.580 8.940 96.780 CN Description 70 1/2 acre lots, 25% imp, HSG B 98 Paved parking & roofs 61 > 75% Grass cover, Good, HSG B 70 Weighted Average 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCAOO 7.10 sin 002351 @2005 HydroCAD Software Solutions LLC Type 1/24-hr 10-year Rainfal/=4.20" Page 9 1 0/14/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (Nft) (Nsec) (cfs) 61.8 1,600 0.0100 0.4 Lag/CN Method, Reach 2R: POST COMBINED Inflow Area = Inflow = Outflow = 124.820 ac, Inflow Depth> 1.18" for 1 O-year event 50.40 cfs @ 13.15 hrs, Volume= 12.230 af 50.40 cfs @ 13.15 hrs, Volume= 12.230 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 3P: PROPOSED POND Inflow Area = Inflow = Outflow = Primary = 118.270 ae, Inflow Depth> 1.31" 80.96 cfs @ 12.60 hrs, Volume= 49.14 cfs @ 13.16 hrs, Volume= 49.14 cfs @ 13.16 hrs, Volume= for 1 O-year event 12.876 af 11.709 af, Atten= 39%, Lag= 33.6 min 11.709 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 919.34' @ 13.16 hrs Surf.Area= 80,024 sf Storage= 170,715 cf Plug-Flow detention time= 75.0 min calculated for 11.709 af (91 % of inflow) Center-of-Mass del. time=46.7 min (888.8 - 842.1 ) Volume #1 Invert 917.00' Avail.StoraQe StoraQe Description 315,586 cf Custom Stage Data (Prismatic)Jsted below (Recalc) Elevation Surf.Area (feet) (sq-ft) 917.00 67,595 918.00 71,131 920.00 84,394 921.00 97,001 Device RoutinQ Invert #1 Primary 917.00' #2 Primary 921.00' Inc.Store (cubic-feet) o 69,363 155,525 90,698 Cum.Store (cubic-feet) o 69,363 224,888 315,586 Outlet Devices 48.0" x 17.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 916.89' S= 0.0065 'I' Cc= 0.900 n= 0.013 20.0' long x 5.0' 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 Coet. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 917.00' 33.0" x 15.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 916.90' S= 0.0067 'I' Cc= 0.900 n= 0.013 #3 Primary Primary OutFlow Max=49.12 cfs@ 13.16 hrs HW=919.34' (Free Discharge) ~1=Culvert (Barrel Controls 28.12 cfs @ 5.3 fps) t2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 3=Culvert (Barrel Controls 21.00 cfs @ 5.2 fps) , .' 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCA[)@ 7.10 sin 002351 @ 2005 HydroCAD Software Solutions LLC Type 1/24-hr 100-year Rainfal/=6.00" Page 1 0 1 0/14/2005 Runoff = Subcatchment 1 S: PROPOSED REAR YARDS 11.07 cfs @ 12.32 hrs, Volume= 1.108 af, Depth> 2.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.00" Area (ac) 0.600 3.330 2.620 6.550 CN Description 98 Paved parking & roofs 61 > 75% Grass cover, Good, HSG B 60 Woods, Fair, HSG B 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 35.1 800 0.0140 0.4 Lag/CN Method, Runoff = Subcatchment DA-4: PROPOSED PROPERTY 52.74 cfs @ 12.26 hrs, Volume= 4.727 af, Depth> 2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.00" Area (a c) 14.070 5.210 2.210 21 .490 CN Description 72 1/3 acre lots, 30% imp, HSG B 74 Farmsteads, HSG B 61 > 75% Grass cover, Good, HSG B 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (ds) 30.6 1,450 0.0330 0.8 Lag/CN Method, Runoff = Subcatchment DA-5: POST EXISTING DEVELOPMENT 139.19 cfs@ 12.67 hrs, Volume= 20.291 af, Depth> 2.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=6.00" Area (ac) 85.260 2.580 8.940 96.780 CN Description 70 1/2 acre lots, 25% imp, HSG B 98 Paved parking & roofs 61 > 75% Grass cover, Good, HSG B 70 Weighted Average " J 05-10-14 Prepared by Westwood Professional Services, Inc. HydroCAOO 7.10 sin 002351 @ 2005 HydroCAD Software Solutions LLC Type /I 24-hr tOO-year Rainfal/=6.00" Page 11 1 0/14/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 61.8 1,600 0.0100 0.4 LaglCN Method, Reach 2R: POST COMBINED Inflow Area = Inflow = Outflow = 124.820 ac, Inflow Depth> 2.37" for 1 OO-year event 110.97 cfs @ 13.04 hrs, Volume= 24.606 af 110.97 cfs @ 13.04 hrs, Volume= 24.606 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 3P: PROPOSED POND Inflow Area = Inflow = Outflow = Primary = 118.270 ac, Inflow Depth> 2.54" 163.15 cfs @ 12.57 hrs, Volume= 108.10 cfs @ 13.06 hrs, Volume= 108.10 cfs @ 13.06 hrs, Volume= for 1 OO-year event 25.017 af 23.498 af, Atten= 34%, Lag= 29.5 min 23.498 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 920.91' @ 13.06 hrs Surf.Area= 95,887 sf Storage= 307,065 cf Plug-Flow detention time=59.9 min calculated for 23.420 af (94% of inflow) Center-of-Mass det. time= 40.0 min (869.3 - 829.3 ) Volume #1 Invert 917.00' Avail.StoraQe StoraQe Description 315,586 cf Custom Stage Data (Prismatic)..isted below (Recalc) Elevation Surf.Area (feet) (sQ-ft) 917.00 67,595 918.00 71,131 920.00 84,394 921.00 97,001 Device RoutinQ Invert #1 Primary 917.00' #2 Primary 921.00' Inc.Store ( cubic-feet) o 69,363 155,525 90,698 Cum.Store (cubic-feet) o 69,363 224,888 315,586 Outlet Devices 48.0" x 17.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 916.89' S= 0.0065 'I' Cc= 0.900 n= 0.013 20.0' long x 5.0' 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) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 917.00' 33.0" x 15.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 916.90' S= 0.0067'/, Cc= 0.900 n= 0.013 #3 Primary Primary OutFlow Max=108.06 cfs@ 13.06 hrs HW=920.91, (Free Discharge) t-1=Culvert (Barrel Controls 66.04 cfs @ 6.7 fps) t2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 3=Culvert (Barrel Controls 42.02 cfs @ 7.1 fps) PROJECT TITLE: . ~ PROJECT NO.: DESIGNED BY: DESIGNED DATE: Stonefield 2005-1014.00 Curtis N eft October 14,2005 Station Distance Sq. Ft. Ac. Ac-ft Cumm. Contour Feet Area Area Storaee Storaee 914 28,657.00 0.66 2 1.63 1.63 916 42,727.00 0.98 1 1.07 2.70 917 50,400.00 1.16 1 1.25 3.94 918 58,420.00 1.34 2 3.14 7.09 920 78,950.00 1.81 2 3.94 11.02 922 92,720.00 2.13 TOTAL 11.02 Existing Storm Water Pond System Station Distance Sq. Ft. Ac. Ac-ft Cumm. Contour Feet Area Area Storaee Storaee 912 15,691.00 0.36 2 1.36 1.36 914 46,134.00 1.06 2 2.36 3.72 916 56,959.00 1.31 1 1.43 5.15 917 67,595.00 1.55 1 1.59 6.74 918 71,131.00 1.63 2 3.57 10.31 920 84,394.00 1.94 1 2.08 12.39 921 97,001.00 2.23 TOTAL 12.39 Proposed Storm Water Pond System .. PONDNET 2.1 W. Walker March 1989 INPUT VARIABLES.... case labels watershed area runoff coefficient pond surface area pond mean depth upstream pond p load upstream pond outflow , TITlE--> UNITS FLOW AND PHOSPHORUS ROUTING IN POND NETWORKS Press Al T -G for Graphs acres acres feet I bs/yr ac-ftIyr OUTPUT VARIABLES........ outflow p load Ibs/yr outflow volume ac-ftIyr outflow p conc ppb pond removal % total removal % ASSUMED EXPORT FACTORS............. period length yrs period precipitation inches runoff total p ppb runoff ortho p/total p relative decay rate unit runoff unit export in/yr Ibs/ac-y POND WATER BUDGETS...................... runoff ac-ftIyr upstream pond ac-ftIyr total inflow ac-ftIyr outflow ac-ftIyr POND PHOSPHORUS BUDGETS................... runoff Ibs/yr upstream pond Ibs/yr total inflow Ibs/yr net sedimentation Ibs/yr outflow Ibs/yr HYDRAULIC PARAMETERS............ pond volume acre-ft vlawmo pond volume acre-ft relative volume inches residence time years residence time days overflow rate ftIyr inflow phos conc ppb outflow phos conc ppb p reaction rate 1-rp Existing Pond 94.85 0.4 1.16 2.32 o o Proposed Pond 118.27 0.4 1.55 3.24 o o 114.75 125.56 126.47 157.69 333.84 292.96 48.64 54.93 48.64 54.93 0.5 0.5 20 20 650 650 0.3 0.3 1 1 16 16 2.36 2.36 126.47 157.69 0.00 0.00 126.47 157.69 126.47 157.69 223.44 278.61 0.00 0.00 223.44 278.61 108.69 153.05 114.75 125.56 2.69 5.02 7.90 9.86 0.85 1.27 0.02 0.03 7.77 11.62 109.02 101.74 650.03 650.03 333.84 292.96 1.84 2.70 0.51 0.45