J_2024 05 09_West Orange Stormwater Management Plan

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 HydroCAD® 9.10 s/n 06401 © 2009 HvdroCAD Software Solutions LLC Page 9 Summary for Subcatchment 9D: PO-DA 9D 0.247 af, Depth= 2.34" 2.55 cfs @ 12.20 hrs, Volume= Runoff = Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2 yr Rainfall=3.42" * * * Area (sf) CN Description 1,192 98 Impervious, HSG D 16,177 98 Gravel road, HSG D 37,810 85 Yard Stone. HSG D 89 Weighted Average 55,179 37,810 68.52% Pervious Area 85 17,369 31.48% Impervious Area 98 Tc (min) 12.6 Length (feet) 100 0.8 120 0.0270 2.65 Shallow Concentrated Flow, Yard Stone 1.1 130 0.0140 1.90 Shallow Concentrated Flow, Yard Stone 14.5 350 Total Slope Velocity (ft/ft) (ft/sec) 0.13 0.0270 Capacity (cfs) Description Sheet Flow, Yard Stone n= 0.250 P2= 3.42" Unpaved Kv= 16.1 fps Unpaved Kv= 16.1 fps Subcatchment 9D: PO-DA 9D Hydrograph — 2.55 cfs Type III 24-hr 2 yr * 2 _j Rainfall=3.42' L-J sf Area=55,179 ' l - i l Runoff Runoff Volume=0.247 af Runoff Depth=2.34" Flow Length=350' Tc-14.5 min CN=85/98 0- 12 .............................. I' 11 'I'M II I'" " I' " ' I " ' l P H I l‘M II |1 M I |'l I 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 10 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Reach 1R: Swale Inflow Area = Inflow = Outflow = 2.157 ac, 1.99% Impervious, Inflow Depth = 1.61" 3.78 cfs @ 12.11 hrs, Volume3 0.289 af 3.61 cfs @ 12.14 hrs, Volume3 0.289 af, for 2 yr event Lag3 1.7 min Atten= 4%, Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Max. Velocity3 2.84 fps, Min. Travel Time= 2.5 min Avg. Velocity = 0.68 fps, Avg. Travel Time= 10.3 min Peak Storage3 534 cf @ 12.14 hrs Average Depth at Peak Storage3 0.19' Bank-Full Depth3 0.50', Capacity at Bank-Full3 24.59 cfs 5.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 10.0 '/' Top Width3 15.00’ Length3 420.0' Slope3 0.0429 V Inlet Invert3 598.00', Outlet Invert3 580.00' Reach 1R: Swale Hydrograph I Inflow I I Outflow I 3.78 cfs 3.6 — T Inflo )w cfs T Area=3-I57 ac Flow Depth=0.19' Max Vel=2.84 fps 3- n=0.030 : 5 ° u. I 2- < [II II V S=0.0429 7' Capacity=24.59 cfs i :• i i . i. .. i 1- 2 3 4 5 6 7 8 9 1 0 1 IWM 1 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) L=420.0 I

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 11 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond CB 1: CB #1 [57] Hint: Peaked at 578.97' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 14.940 ac, 23.84% Impervious, Inflow Depth = 1.84" for 2 yr event 21.22 cfs@ 12.18 hrs, Volume= 2.295af 21.22 cfs @ 12.18 hrs, Volume= 2.295 af, 21.22 cfs @ 12.18 hrs, Volume= 2.295af Atten=0%, Lag= 0.0min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 578.97' @ 12.18 hrs Invert Outlet Devices 576.00' 24.0" Round Culvert L= 90.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet lnvert= 576.00' / 574.00' S= 0.0222 '/' Cc= 0.900 n= 0.011 580.00’ 100.0* long x 20.0'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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Device Routing #1 Primary #2 Primary Primary OutFlow Max=21.22 cfs @ 12.18 hrs HW=578.97* TW=0.00’ (Dynamic Tailwater) 1=Culvert (Inlet Controls 21.22 cfs @ 6.75 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) t Pond CB 1: CB #1 Hydrograph I Inflow I j Primary | 21 22 21.22 cfs3 22-1 Inflow Area=14.940 ac 21191817- Peak Elev=578.97' % _ 14f. 13 o 11 10- -t 1 wmmf* 2 3 45 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 12 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond Div Chamber: Diversion Chamber to Aqua-Swirl [57] Hint: Peaked at 593.32' (Flood elevation advised) Inflow Area = = Inflow 3 Outflow = Primary 10.014 ac, 26.77% Impervious, Inflow Depth = 2.16" for 2 yr event 1.803af Volume3 16.11 cfs @ 12.18 hrs, 1.803 af, Volume= 16.11 cfs @ 12.18 hrs, 1.803af Volume3 16.11 cfs @ 12.18 hrs, Atten= 0%, Lag= 0.0min Routing by Dyn-Stor-Ind method, Time Span3 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 593.32' @ 12.18 hrs Invert Outlet Devices 591.60' 30.0" Round Culvert L3 88.0' Ke= 0.500 Inlet / Outlet Invert3 591.60’ / 588.00' S= 0.0409 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Device Routing #1 Primary Primary OutFlow Max=16.11 cfs @ 12.18 hrs HW=593.32' TW=589.72' (Dynamic Tailwater) ■1=Culvert (Inlet Controls 16.11 cfs @ 4.47 fps) Pond Div Chamber: Diversion Chamber to Aqua-Swirl Hydrograph l--+----1-- 1-- 1-- i---r - IB cl 16.11 Cfs 17 16 Inflo 15 w Area=10.014 ac Peak Elev=593.32' _1_ 1211£ 10-; I---i------- l---- 1---- I---- x_j_ j_ L _ 1----------- 1____ j__ i_i__ i_ j__ fI i_i _ I I I-----J. _ _i— iii Round Culvert L _L _ J n=0.020 M L.=8;8i0! ii 8=0 0409 7' rt -1 30.0" L _ 1 I 2 I I I J_____ I____ I------- l —IT - IT - r - T I I l | 4 I i Hiii|ini|riiii|iiii|1 iii|1 iiipiiipiii|1 iii|1 iii|iMi|^ iii|111111 7 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) m % M I I I I I > | 1 I Inflow I i Primary I

Type III 24-hr2yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 13 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH 12: MH 12 to Div Chamber [57] Hint: Peaked at 593.90' (Flood elevation advised) Inflow Area = = Inflow = Outflow Primary = 10.014 ac, 26.77% Impervious, Inflow Depth = 2.16" for 2 yr event 1.803 af Volume= 16.11 cfs @ 12.18 hrs, Atten=0%, Lag= 0.0 min 1.803 af, Volume= 12.18 hrs, 16.11 cfs@ 1.803af Volume= 12.18 hrs, 16.11 cfs@ Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 593.90' @ 12.18 hrs Invert Outlet Devices 591.70' 30.0" Round Culvert L= 10.0' Ke= 0.500 Inlet/ Outlet lnvert= 591.70'/ 591.60' S= 0.0100'/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Device Routing Primary #1 Primary OutFlow Max=16.11 cfs @ 12.18 hrs HW=593.90' TW=593.32' (Dynamic Tailwater) 1=Culvert (Outlet Controls 16.11 cfs @ 4.69 fps) Pond MH 12: MH 12 to Div Chamber Hydrograph T r7 r" I I Inflow j Primary LIB 13-cfe 16.11 JtT Inflow Area=10.014 ac 15- k Elev-593.90’ Pea 30.0" ■iii•iiii Round Culvert 10- n=0.020 L=10.0 8- s=o.oioo r % 5 20- r - -t 111 m m 11111 |i 11111 u 11111 n m 1111" ip " i p " i n ! 11 p u i| 1 1 11 111 |l 1111111111111 |l 11 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 78 6 345 1 2 Time (hours) 11111111 p " i p 11111 n 1111111111 n i u 1111 il 1111111 ll l

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 - ■Page 14 HydroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH G: MH G to MH H [57] Hint: Peaked at 606.35' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 1.267 ac, 31.48% Impervious, Inflow Depth = 2.34" for 2 yr event 2.55 cfs @ 12.20 hrs, Volume* 0.247 af 0.247 af, Atten* 0%, Lag= 0.0 min 2.55 cfs @ 12.20 hrs, Volume= 0.247 af 12.20 hrs, Volume= 2.55 cfs Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 606.35' @ 12.22 hrs Device Routing #1 Primary Invert Outlet Devices 598.50' 12.0" Round Culvert L= 159.0' Ke= 0.500 Inlet / Outlet Invert* 598.50' / 597.50' S= 0.0063 ’/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=2.49 cfs @ 12.20 hrs HW=606.13' TW=604.04' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.49 cfs @ 3.17 fps) Pond MH G: MH G to MH H Hydrograph ■—r I ? 55 cf 2.55 CTS p7 I Inflow I j Primary | i l. i Inflow Area=1.267 ac J^k!EJejv=£Cfe35! 12.0" 2 Round Culvert n=0.020 -;t: . I i■ic l(T I i I I I I IL-159 I• S=0.0063:'/■ II.II: 1 s 1 ...5 1 1 I I *>: I I I ii 1 2 -T-1 T ” ."1 ^ T, r f T 4 \r-| i.rii | 1 '. *• I .. I I , • I . . ' l * -- I 0 1 2 ■ |llll|llll|llffiWWF^wi|fm|)ni|tiii|liii|iiii^iii|ii 3 45S7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Time (hours) |

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. HvdroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC Printed 3/14/2012 Page 15 Summary for Pond MH H: MH H to MH I [57] Hint: Peaked at 604.26' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 2.250 ac, 29.83% Impervious, Inflow Depth = 2.32" for 2 yr event 4.05 cfs@ 12.22 hrs, Volume= 0.434 af 4.05 cfs@ 12.22 hrs, Volume= 0.434 af, Atten= 0%, Lag=0.0min 4.05 cfs @ 12.22 hrs, Volume= 0.434 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 604.26' @ 12.22 hrs Device Routing #1 Primary Invert Outlet Devices 597.00' 12.0" Round Culvert L= 154.0' Ke= 0.500 Inlet / Outlet lnvert= 597.00' / 595.50' S= 0.0097 V Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=4.05 cfs @ 12.22 hrs HW=604.26’ TW=598.91* (Dynamic Tailwater) ■1=Culvert (Outlet Controls 4.05 cfs @5.16 fps) Pond MH H: MH H to MH I Hydrograph I Inflow I I Primary | d OR cfs 4.05 cfs —en Inflow Area=2.250 ac Peak Elev=604.26' 12.0 Round Culvert ii n=0.020 L=154.0' S=0.0097 V L-1-J ill 8 ;v ; £ 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 16 HydroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH I: MH I to MH 12 [57] Hint: Peaked at 598.91’ (Flood elevation advised) 2.250 ac, 29.83% Impervious, Inflow Depth = 2.32" for 2 yr event 4.05 cfs @ 12.22 hrs, Volume= 0.434 af 4.05 cfs @ 12.22 hrs, Volume= 0.434 af, Atten= 0%, Lag= 0.0 min 0.434 af 4.05 cfs @ 12.22 hrs, Volume= Inflow Area = Inflow = Outflow = Primary = Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 598.91' @ 12.22 hrs Invert Outlet Devices 595.50’ 12.0" Round Culvert L= 91.0’ Ke= 0.500 Inlet / Outlet Invert3 595.50’ / 594.50’ S= 0.0110 V’ Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Device Routing #1 Primary Primary OutFlow Max=4.05 cfs @ 12.22 hrs HW3598.91' TW=593.87' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.05 cfs @ 5.16 fps) Pond MH I: MH I to MH 12 Hydrograph ■: I 4 D.6 r.fs I l 4.05 Cfs V 1_ _ I Inflow I i Primary! Inflow Area=2.250 ac Peak Elev*598.9r -- 1ii 4,J 12.0 •l Round Culvert r; n=0.020 ■ I | L=91 .0' £2 T 8=0.0110 T III B "N"in 0 1 2 345 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) mm

Type III 24-hr 2 yr Rainfall=3.42" Post Development West Orange C_03 01 12 Prepared by TRC Engineers, Inc. Printed 3/14/2012 Page 17 HvdroCAD® 9.10 s/n 06401 © 2009 HydroCAD Software Solutions LLC Summary for Pond MH-11: MH-11 to MH-D [57] Hint: Peaked at 594.87' (Flood elevation advised) 5.076 ac, 24.87% Impervious, Inflow Depth = 2.02" for 2 yr event 8.76 cfs@ 12.13 hrs, Volume= 0.855 af 8.76 cfs @ 12.13 hrs, Volume= 0.855 af, Atten= 0%, Lag= 0.0 min 8.76 cfs@ 12.13 hrs, Volume= 0.855 af Inflow Area = Inflow = Outflow = Primary = Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 594.87' @ 12.17 hrs Device Routing #1 Primary Invert Outlet Devices 592.80' 30.0" Round Culvert L= 7.0’ Ke= 0.500 Inlet/Outlet lnvert= 592.80'/592.70’ S= n= 0.020 Corrugated PE, corrugated interior 0.0143 V Cc= 0.900 Primary OutFlow Max=8.61 cfs @ 12.13 hrs HW=594.84’ TW=594.65' (Dynamic Tailwater) ‘t-1=Culvert (Outlet Controls 8.61 cfs @ 2.74 fps) Pond MH-11: MH-11 to MH-D Hydrograph ■ Inflow I 8 7fi.r.fs| 8.76 cfs it & - % i 5- U Primary Inflow Area=5.076 ac Peak Elev=594.87' 4 4 :4 4 4 4 .:..30.6'* i- Round Culvert :: n=o.o2o i J J L=7.0' IJ.i S=0.0143 7' - 4 ------- 1 — —I I > ■" lf' " 11I ' m 1 1 i ' h 1 1 m i f i i r r i ' i i i T i r i T T T T i O1 2 3 45 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours)

Post Development West Orange C_03 01 12 Type III 24-hr2yr Rainfall=3.42" Prepared by TRC Engineers, Inc. Printed 3/14/2012 HydroCAD® 9.10 sIn 06401 © 2009 HydroCAD Software Solutions LLC -Page 18 Summary for Pond MH-14: MH-16 to CB #1 [57] Hint: Peaked at 589.72' (Flood elevation advised) Inflow Area = Inflow = Outflow = Primary = 10.014 ac, 26.77% Impervious, Inflow Depth = 2.16" for 2 yr event 16.11 cfs @ 12.18 hrs, Volume= 1.803af 16.11 cfs@ 12.18 hrs, Volume= 1.803 af, Atten= 0%, Lag= 0.0 min 16.11 cfs@ 12.18 hrs, Volume= 1.803af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 589.72' @ 12.18 hrs Device Routing #1 Primary Invert Outlet Devices 588.00' 30.0" Round Culvert L= 174.0' Ke= 0.500 Inlet/Outlet lnvert= 588.00'/576.00' S= 0.0690 7’ Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=16.11 cfs @ 12.18 hrs HW=589.72' TW=578.96' (Dynamic Tailwater) 1=Culvert (Inlet Controls 16.11 cfs @ 4.47 fps) Pond MH-14: MH-16 to CB #1 Hydrograph 181 7 - 1--- - * I Inflow | I Primary | I -Ifi -11 rf 16.11 cfs 16t 1513- -- I---L _ 12- __ ._L_1_ ■a io- II % Inflow Area=10.014 ac l : J Peak Elev-589 72' I I I I I :! 11 I I I I I I I I : ! j !" Round Culyort 1 I : 4 i ; h=to.02(i i i i _ l i r I i____________________________ i i i i i i 58 ! Li :c i l Lji: ili.^174]0 iiii■■4i i i i I • i Vt _ » ii ( i i i i S=0.0690 r rr - r % i|1Tiil'i i i i j r i i i i | i i i i | i ni|i i < i|i i i i|l i i i|imil i i i i i| r iii i | i ii i|iit i | 1 i i i | i i m j 1 i i 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30 Tima (hours) *