J_2024 05 09_West Orange Stormwater Management Plan

Post Development West Orange A_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 23 Summary for Subcatchment 3B: 3B Runoff = 1.10 cfs @ 12.08 hrs, Volume= Runoff by SCS TR-20 method, Type III 24-hr 10 yr Rainfa!l=5.21" * h UH=SCS, Split 0.087 af, Depth= 4.23” Pervious/lmperv., Area (sf) CN Description 5,785 1,111 3.792 98 98 78 Impervious, HSG D Gravel Road, HSG D Meadow, non-grazed, HSG D 10,688 3,792 6,896 91 78 98 Weighted Average 35.48% Pervious Area 64.52% Impervious Area Tc (min) Length (feet) 1.3 100 0.0150 1.27 0.8 150 0.0400 3.00 2.1 250 Total, Time Span= 0.00-30.00 hrs, Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Sheet Flow, Smooth surfaces n= 0.011 P2= 3.42" Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Increased to minimum Tc = 6.0 min Subcatchment 3B: 3B --------- - Hydrograph I !I 10 cfs Type III 24-hr 10 yr Rainfall-5.21" Runoff Area=10,688 sf Runoff Volume=0.087 af Runoff Depth=4.23" Flow Length=250' Tc=6.0 min CN=78/98 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) dt= 0.01 hrs

Post Development West Orange A_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 24 Summary for Pond Basinl: Basin 1 0.475 ac, 48.96% Impervious, Inflow Depth = 3.91" for 10 yr event 1.55cfs@ 12.19 hrs, Volume= 0.155af 1.52 cfs @ 12.22 hrs, Volume= 0.120 af, Atten= 2%, Lag=1.5min 0.12 cfs @ 12.22 hrs, Volume= 0.065 af 1.40 cfs @ 12.22 hrs, Volume= 0.055 af Inflow Area = Inflow = Outflow = Primary = Secondary = Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 604.89’ @ 12.22 hrs Surf.Area= 1,311 sf Storages 2,005 cf Plug-Flow detention time= 161.0 min calculated for 0.120 af (77% of inflow) Center-of-Mass det. time= 77.5 min ( 862.1 - 784.6 ) Volume Invert #1 Avail.Storage Storage Description 602.50' 2,496 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) 602.50 603.25 604.25 605.25 120 755 1,067 1,446 Inc.Store Cum.Store (cubic-feet) (cubic-feet) 0 328 911 1,257 0 328 1,239 2,496 Device Routing Invert Outlet Devices #1 Primary 601.00' 15.0" Round Culvert L= 140.0' Ke= 0.500 #2 #3 Device 1 Device 2 603.50' 604.50' #4 Secondary 604.75' Inlet/Outlet lnvert= 601.00'/600.00' S= n= 0.020 Corrugated PE, corrugated interior 2.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 0.0071 7 Cc= 10.0* long x 12.0* breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=0.12 cfs @ 12.22 hrs HW=604.89' TW=598.67' (Dynamic Tailwater) 1=Culvert (Passes 0.12 cfs of 6.19 cfs potential flow) ^-2=Orifice (Orifice Controls 0.12 cfs @ 5.51 fps) 3=Grate (Passes 0.12 cfs of 6.46 cfs potential flow) Secondary OutFlow Max=1.40 cfs @ 12.22 hrs HW=604.89' TW=598.67' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir (Weir Controls 1.40 cfs @ 0.97 fps) 0.900

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Page 25 Pond Basinl: Basin 1 Hydrograph | 1.55 cfs 1.52 cfs 1.40 cfs Inflow Area=0.475 ac Peak Elev=604.89’ : Storage=2,005 cf j —i—i _ _i.. -i —1_ - -f* -i- -i- -i m 14 wmm o-M . 67 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Inflow C3 Outflow ■ Primary M Secondary

Post Development West Orange A_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 26 Summary for Pond Basin2: Basin 2 0.721 ac, 54.26% Impervious, Inflow Depth = 3.44" for 10 yr event 2.16 cfs@ 12.15 hrs, Volume= 0.207 af 2.15 cfs @ 12.18 hrs, Volume= 0.185 af, Atten= 1%, Lag= 1.7 min 0.115 af 0.24 cfs @ 12.18 hrs, Volume3 1.91 cfs @ 12.18 hrs, Volume3 0.070 af Inflow Area = 3 Inflow 3 Outflow Primary = Secondary = Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 598.68' @ 12.18 hrs Surf.Area3 1,073 sf Storage3 1,551 cf Plug-Flow detention time3 93.0 min calculated for 0.185 af (90% of inflow) Center-of-Mass det. time3 43.5 min ( 865.4 - 821.9 ) Volume Invert #1 Avail.Storage Storage Description 4,191 cf Custom Stage Data (Prismatic)Listed below (Recalc) 596.25' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 596.25 597.25 598.25 599.25 600.25 319 536 878 1,335 2,565 0 428 707 1,107 1,950 0 428 1,135 2,241 4,191 Device Routing Invert #1 Primary 594.00' #2 #3 Device 1 Device 2 597.50' 598.00' #4 Secondary 598.50' Outlet Devices 12.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet Invert3 594.00' / 592.00' S= 0.0256 7* Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 3.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 Primary OutFlow Max=0.24 cfs @ 12.18 hrs HW=598.68' TW=593.76' 1=Culvert (Passes 0.24 cfs of 5.17 cfs potential flow) (Dynamic Tailwater) 2=Orifice (Orifice Controls 0.24 cfs @ 4.94 fps) 3=Grate (Passes 0.24 cfs of 14.56 cfs potential flow) Secondary OutFlow Max=1.91 cfs @ 12.18 hrs HW=598.68’ TW=593.76' (Dynamic Tailwater) ^-4=Broad-Crested Rectangular Weir (Weir Controls 1.91 cfs @ 1.08 fps)

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Page 27 Pond Basin2: Basin 2 Hydrograph ii T—I—:—I—I---------- r — I 2.16 cfsl ii r 2.15 cfs ,T 1.91 cfs 2H Inflow Area=0.721 ac I Peak Elev=598.68' Storage=1;5i 51 cf T---1--» | i 1H 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours) ■ Inflow □ Outflow ■ Primary B Secondary

Post Development West Orange A_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 28 Summary for Pond Basin3: Basin 3 Inflow Area = Inflow = Outflow = Primary = Secondary = 0.949 ac, 51.87% Impervious, Inflow Depth = 3.26" for 10 yr event 2.86 cfs@ 12.14 hrs, Volume= 0.258 af 0.88 cfs @ 12.62 hrs, Volume= 0.162 af, Atten=69%, Lag= 29.0 min 0.12 cfs@ 12.62 hrs, Volume= 0.096 af 0.76 cfs @ 12.62 hrs, Volume= 0.067 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.82' @ 12.62 hrs Surf.Area= 2,745 sf Storage= 5,003 cf Plug-Flow detention time= 235.5 min calculated for 0.162 af (63% of inflow) Center-of-Mass det. time= 125.4 min ( 966.9 - 841.5 ) Volume Invert Avail-Storage Storage Description #1 5,523 cf Custom Stage Data (Prismatic)Listed below (Recalc) 592.00' evation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 592.00 593.00 594.00 595.00 1,026 1,392 2,181 2,873 0 1,209 1,787 2,527 0 1,209 2,996 5,523 Device Routing Invert Outlet Devices #1 Primary 590.50' 15.0" Round Culvert L= 47.0' Ke= 0.500 #2 #3 Device 1 Device 2 593.50' 594.50' #4 Secondary 594.75' Inlet / Outlet lnvert= 590.50'/ 589.50' S= 0.0213 7 Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 2.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 14.0’ long Sharp-Crested Rectangular Weir 2 End Contraction(s) 10.0' Crest Height Primary OutFlow Max=0.12 cfs @ 12.62 hrs HW=594.81' TW=588.31' 1=Culvert (Passes 0.12 cfs of 9.81 cfs potential flow) 2=Orifice (Orifice Controls 0.12 cfs @ 5.34 fps) (Dynamic Tailwater) 3=Grate (Passes 0.12 cfs of 4.62 cfs potential flow) Secondary OutFlow Max=0.76 cfs @ 12.62 hrs HW=594.81’ TW=588.31' (Dynamic Tailwater) 4=Sharp-Crested Rectangular Weir (Weir Controls 0.76 cfs @ 0.83 fps)

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Paqe 2g Pond Basin3: Basin 3 Hydrograph n—'—r r -i—i—i—i—:—r n—i — —; —r ■ -i- -iii ii 2.86 jcfsM Inflow 34 Peak Area=0.949 Elev=594.82' :Storage=5,003 cf 2H Flow (cfs) ac 0.88 cfs 76 cfs 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ■ Inflow □ Outflow ■ P ri ma ry ■ Secondary

Post Development West Orange A_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared byTRC Engineers, Inc. HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 30 Summary for Pond Basin4: Basin 4 Inflow Area = Inflow = 3 Outflow Primary = Secondary = 1.146 ac, 46.51% Impervious, Inflow Depth = 2.27" for 10 yr event 0.98 cfs@ 12.62 hrs, Volume= 0.217 af 0.24 cfs @ 15.83 hrs, Volume3 0.123 af, Atten= 76%, Lag= 192.9 min 0.24 cfs @ 15.83 hrs, Volume= 0.123 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 589.65'@ 15.83 hrs Surf.Area= 2,385 sf Storage3 4,442 cf Plug-Flow detention time= 290.0 min calculated for 0.123 af (57% of inflow) Center-of-Mass det. time= 146.5 min ( 1,071.8 - 925.3 ) Volume Invert #1 Avail.Storage Storage Description 5,305 cf Custom Stage Data (Prismatic)Listed below (Recalc) 587.00' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 587.00 588.00 589.00 590.00 1,002 1,498 2,015 2,582 0 1,250 1,757 2,299 0 1,250 3,007 5,305 Device Routing #1 Primary Invert Outlet Devices 585.00' #2 #3 Device 1 Device 2 588.50' 589.50' #4 Secondary 589.75* 15.0” Round Culvert L= 37.0' Ke= 0.500 Inlet / Outlet Invert3 585.00' / 584.00' S= 0.0270 V Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 3.0" Vert. Orifice C= 0.600 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 12.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 10.0' Crest Height Primary OutFlow Max=0.24 cfs @ 15.83 hrs HW=589.65* TW=584.55' 1=Culvert (Passes 0.24 cfs of 10.98 cfs potential flow) 2=Orifice (Orifice Controls 0.24 cfs @ 4.88 fps) 3=Grate (Passes 0.24 cfs of 1.56 cfs potential flow) (Dynamic Tailwater) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=587.00' TW=582.00' (Dynamic Tailwater) 4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)

Post Development West Orange A_03 01 12 Prepared by TRC Engineers, Inc. Type III 24-hr 10 yr Rainfall=5.21" Printed 3/14/2012 Page 31 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Pond Basin4: Basin 4 Hydrograph '--- i 0.98 cfs Inflow Area-'1.146 > i ( jj I l i I Flow (cfs) 1- ac Peak Elev:=589;65^ Storage= 4,442 cff lit i 24 24 cfs Wm 0.00 cfs o-f4WW m m 0 1 2 3 4 5 6 7 8 9 10 11 12 13 m 11M m 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) % £3 Inflow □ Outflow B Primary M Secondary

Post Development West Orange A_03 01 12 Type III 24-hr 10 yr Rainfall=5.21" Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 32 Summary for Pond Basin5: Basin 5 Inflow Area = Inflow Outflow = Primary = Secondary = 1.432 ac, 40.59% Impervious, 1.05 cfs @ 12.09 hrs, Volume= 0.28 cfs @ 15.95 hrs, Volume= 0.28 cfs @ 15.95 hrs, Volume= 0.00 cfs @ 0.00 hrs, Volume= Inflow Depth = 1.68" for 10 yr event 0.200 af 0.110 af, Atten=74%, Lag= 231.5 min 0.110 af 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 584.55' @ 15.95 hrs Surf.Area= 2,609 sf Storage^ 4,028 cf Plug-Flow detention time= 324.6 min calculated for 0.110 af (55% of inflow) Center-of-Mass det. time= 165.4 min ( 1,134.1 - 968.7) Volume Invert #1 Avail.Storage Storage Description 5,308 cf Custom Stage Data (Prismatic)Listed below (Recalc) 582.00' Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) 582.00 583.00 584.00 585.00 431 1,497 2,068 3,055 0 964 1,783 2,562 Device Routing Cum.Store (cubic-feet) 0 964 2,747 5,308 Invert Outlet Devices #1 Primary 580.50' #2 Device 1 584.50' #3 Secondary 585.00' 15.0" Round Culvert L= 65.0' Ke= 0.500 Inlet/Outlet lnvert= 580.50'/580.00' S= 0.0077 7’ Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior 24.0" x 24.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads 10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 12.0' Crest Height Primary OutFlow Max=0.28 cfs @ 15.95 hrs HW=584.55' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.28 cfs of 7.93 cfs potential flow) 2=Grate (Weir Controls 0.28 cfs @ 0.72 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=582.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)